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EVALUACIÓN ESTRUCTURAL ESTACIÓN AZALEA TORRE CADRADA DE SECCIÓN VARIABLE ALTURA 150m

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EVALUACIÓN ESTRUCTURAL

ESTACIÓN AZALEA

TORRE CADRADA DE SECCIÓN VARIABLE

ALTURA 150m

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INSTATEL COLOMBIA C.I LTDA

INFORME GEOTÉCNICO Y REVISION DE CIMENTACIÓN “TORRE DE RTVC CERRO LA AZALEA H=150 M”

CERRO LA AZALEA, SECTOR MIRAVALLE – MUNICIPIO DE BUGA DEPARTAMENTO VALLE DEL CAUCA

IDP– S&C913/0310

Información Comercial Armenia Teléfono: 096 749 68 90 - 7467374 cel 310 5385083

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INFORME GEOTÉCNICO Y REVISION DE CIMENTACIÓN “TORRE DE RTVC CERRO LA AZALEA H=150 M APROX” CERRO LA AZALEA, SECTOR MIRAVALLE , BUGA DEPARTAMENTO VALLE DEL CAUCA TABLA DE CONTENIDO 1. GENERALIDADES 1.1. Introducción 1.2. Información de Referencia 1.3. Generalidades del Proyecto 2. PLAN EXPLORATORIO 2.1. Fase de Exploración y Muestreo 2.2. Ensayos de Laboratorio 3. ANÁLISIS DE RESULTADOS DEL ESTUDIO 3.1. Estratigrafía 3.2. Nivel Freático 3.3. Caracterización Geomecánica 4. CLASIFICACIÓN SÍSMICA DEL SUELO 6. DISEÑO GEOTÉCNICO 6.1. Consideraciones Generales de Diseño de Cimentaciones 6.2. Parámetros de Diseño 6.3. Diseño de Cimentaciones � Cimentación Tipo DADO sobre CAISSON 6.4. Interacción Suelo Estructura & Asentamientos 7. LIMITACIONES DEL ESTUDIO 8. ANEXOS Anexo : 1 Localización General y de Sondeos Anexo : 2 Registros de Perforación Anexo : 3 Resumen de Ensayos de Laboratorio Anexo : 4 Memorias de Cálculo Capacidad de Carga del suelo

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Armenia, Marzo 18/2010 SEÑORES INSTATEL COLOMBIA C.I LTDA La Ciudad. En referencia a: Carta de Responsabilidad del Estudio de Suelos y REVISION de Cimentación Proyecto TORRE DE RTVC CERRO LA AZALEA H=150 M APROX, SECTOR MIRAVALLE – MUNICIPIO BUGA, DPTO VALLE DEL CAUCA. Respetados Señores: De acuerdo a las especificaciones técnicas del trabajo de campo para la evaluación estructural de las TORRES DE RTVC, se contrato la realización de un Estudio Geotécnico y REVISION de Cimentación de la TORRE DE RTVC existente en el CERRO LA AZALEA H=150 M APROX, zona rural del Municipio de BUGA, Departamento VALLE DEL CAUCA; nos permitimos hacer entrega del Informe Final. En el Informe se presenta una descripción de los trabajos de campo, el análisis geotécnico correspondiente y las dimensiones de cimentación encontradas con su respectiva resistencia del concreto (se tomaron ensayos de esclerómetros). Además, se incluye en este informe la localización de los sondeos, registros de perforación, el resumen de los resultados de laboratorio y las memorias de cálculo correspondientes a la capacidad de carga del suelo. Las Actividades de Exploración, Muestreo y Laboratorio necesarias para la realización del presente estudio están reguladas por las Normas Colombianas de Diseño y Construcción Sismo Resistente [NSR – 98], en el Título H, de “Estudios Geotécnicos”; así como de Normas asociadas a la misma como NTC por el Instituto Colombiano de Normas Técnicas y Certificación ICONTEC, de la Sociedad Americana para Ensayos y Materiales ASTM, a las cuales se hace referencia en el Capítulo H.2 de la NSR – 98. Las recomendaciones contenidas en el presente informe se basan en los datos obtenidos del plan exploratorio realizado para la identificación de los parámetros geo-mecánicos del suelo en estudio. Aunque se han tenido en cuenta todos los requerimientos que para el sitio establecen las Normas NSR-98 y Planes de Manejo Ambiental, entre otros; dichas recomendaciones podrían estar sujetas a cambios sugeridos por la oficina de interventoria o de la Empresa Competente; previo acuerdo de las partes tras una discusión técnica. Esta oficina y Conforme a lo establecido por la Ley 400 de 1997, Artículo 28 “Experiencia del Ingeniero Geotecnista” [Título IV – Capítulo II: Profesionales Diseñadores], SUELOS & CIMENTACIONES... asume la responsabilidad del Presente

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Estudio Geotécnico, conforme a lo establecido por la NSR – 98 [Ley 400 de 1997, Título III, Capítulo I, Artículo 5: Responsabilidad de los Diseños]. En cualquier caso, NO Asumimos responsabilidad civil ni penal alguna, dado el caso en que las obras a que se hace referencia en el presente estudio no se ejecuten conforme a lo estipulado por el mismo. Sin otro particular, nos suscribimos de usted. Cordialmente, JAIRO PATIÑO A. Ic. – E.G.E. Ing. Calculista Mat. 6320253213 QND

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INFORME GEOTÉCNICO Y REVISION DE CIMENTACIÓN “CONSTRUCCION TORRE DE RTVC CERRO LA AZALEA H=150 M APROX”

CERRO LA AZALEA, SECTOR MIRAVALLE , BUGA DEPARTAMENTO VALLE DEL CAUCA

1. GENERALIDADES 1.1. INTRODUCCIÓN Con el propósito de compilar los estudios técnicos correspondientes y cumpliendo con los requerimientos de las Oficinas de Planeación Municipal y/o Curadurías Urbanas, y acorde a la normativa sismo resistente en vigencia (NSR – 98), La Firma INSTATEL COLOMBIA C.I LTDA, proyectista de la obra en mención, encomendó a esta oficina la realización de los trabajos correspondientes al Diseño Geotécnico y la REVISION de cimentación del proyecto en referencia. Basados en los resultados del Plan Exploratorio y los requerimientos de la obra, se incluyen en este informe los parámetros geomecánicos del suelo y las REVISION de cimentación correspondientes a la estructura, evaluadas desde el punto de vista técnico, constructivo y económico, para el posterior desarrollo de la obra. 1.2. INFORMACIÓN DE REFERENCIA Para el Desarrollo del presente estudio fue necesario acudir a dos tipos de fuentes de información: La Información Primaria, que consiste en aquel producto de las fases de exploración, muestreo y laboratorio al material objeto de estudio y la Información Secundaria, aquella que se encuentra elaborada y que sirve de complemento para enriquecer la identificación del material de estudio, previo su análisis e interpretación geomecánica. A continuación se relacionan algunos documentos que sirven de referencia para la realización del presente informe: � AIS, “Normas Colombianas de Diseño y Construcción Sismo Resistente [NSR – 98]; Título H: Estudios Geotécnicos. [Norma Sismo Resistente, Ley 400 de 1997, en vigencia desde Mayo de 1998]”, 1998. � ICONTEC, NTC 1504, “Clasificación de Suelos para Propósitos de Ingeniería [Sistema de Clasificación Unificada de Suelos]. Equivalente a la Norma ASTM D 2487-93”, Santafé de Bogotá D. C. 2000. 1.3. GENERALIDADES DEL PROYECTO El presente estudio está destinado a la determinación de las propiedades geo mecanicas del suelo de apoyo y REVISION de la cimentación actual y demás disposiciones de tipo geotécnico a tener en cuenta para el posible refuerzo de la TORRE DE RTVC CERRO LA AZALEA H=150 M APROX zona rural del Municipio de BUGA; Departamento VALLE DEL CAUCA. La obra se encuentra en una zona montañosa de topografía quebrada.

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2. PLAN EXPLORATORIO 2.1. FASE DE EXPLORACIÓN Y MUESTREO Con el objeto de conocer las características físicas y los espesores de los diferentes estratos que conforman el perfil del subsuelo y obtener muestras de cada una de ellas, se llevaron a cabo tres [3] Sondeos Muestreados hasta los 6,0 m de profundidad, estratégicamente distribuidos en el área del terreno a fin de dar una cobertura total al área en cuestión; dichas perforaciones se realizaron con Equipo Manual por el Método de Rotación y Percusión, y se tomaron ensayos de SPT a partir de 1,50 m con intervalos de 2,0 m recuperando muestras para los ensayos pertinentes, además observando la conformación de la torre, se opto por realizar un apique para revisar dimensionamiento de cimientos Los sondeos se encuentran distribuidos en el área del proyecto tal como se muestra en la Planta de Localización General de Sondeos Anexo : 1. En el Anexo : 2 se presentan los Registros de Perforación de los sondeos realizados, que incluyen información sobre la estratigrafía, el nivel freático y la resistencia del perfil de suelos. 2.2. ENSAYOS DE LABORATORIO Como los suelos existentes son de origen fluvio volcánico de grano fino, se obtuvieron muestras tipo shelby y bolsa, sobre las cuales se realizaron Ensayos de Laboratorio, definidos por las Normas NTC por el Instituto Colombiano de Normas Técnicas y Certificación ICONTEC, de la Sociedad americana para ensayos y Materiales ASTM, a las cuales se hace referencia en el Capítulo H.2 de la NSR – 98, que incluyen: � NTC 1493 [ASTM D 4318]: Ensayo Para Determinar los Límites Líquido y Plástico y el Índice de Plasticidad del Suelo (Para la fracción fina) � NTC 1495 [ASTM D 2216]: Ensayo Para Determinar el Contenido de Humedad Natural � NTC 1528 y/o 1568 [ASTM D 2167 y/o D 1556]: Ensayo Para Determinar los Pesos Volumétricos del Suelo en Estudio � [ASTM D 421-58 y D422-63]: Ensayo Para Determinar la Clasificación Granulométrica del Suelo (pasa tamiz 40 y 200, para la fracción fina). � NTC 1527 [ASTM D 2166]:Ensayo Para Determinar la Resistencia a la Compresión Inconfinada En el Anexo : 3 se presenta los formatos de ensayos de laboratorio y el resumen general. 3. ANÁLISIS DE RESULTADOS DEL ESTUDIO Tal como se puede observar en el Anexo : 2, los Registros de Perforación de los sondeos realizados incluyen información sobre la estratigrafía, el nivel freático y la resistencia del perfil de suelos. En la Tabla 1, a continuación, se presenta una relación del número y profundidad de los sondeos realizados.

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Tabla 1: Relación del Número, Localización y Profundidad de Sondeos 3.1. ESTRATIGRAFÍA La Estratigrafía está definida por una primera capa de limo vegetal negro con espesor de 0,4/0,50m; seguidamente se registra una matriz limosa de baja plasticidad (ML) de tono café amarillo hasta profundidad de 1,10/1,40m, continuando con un limo de alta plasticidad café amarillo claro (MH) con intercalaciones de gravas en tono café amarillo hasta profundidades de 3,0/3,80 m, a partir de allí encontramos un suelo muy competente tipo limo de alta plasticidad café rojizo y rojizo hasta los 6 m de profundidad.

Son suelos que se relacionan como limos de baja y alta plasticidad de origen volcánico, muestra estructuralmente un grano fino perteneciente a la formación de la cordillera central, diferenciados entre sí por su textura, grado de cohesión o cementación y origen. A partir de los registros de perforación y la interpretación de los resultados de laboratorio, se ha logrado tipificar el perfil de suelo hasta la profundidad explorada, en general se registra el limo vegetal y limos de baja y alta plasticidad con algunos rastros de grava. En el cuadro de a continuación se detalla el sector de perforación, el tipo de suelo, según la NTC 15041 y la U.S.C2. 1 Norma Técnica Colombiana [NTC 1504], “Clasificación de Suelos para Propósitos de Ingeniería”. Norma Equivalente: ASTM D 2487 – 93, “Standar Classification of Soils for Engineering Purposes [Unified Soil Classification System –U.S.C-]. 2000. 2 Sistema Unificado de Clasificación - Unified Soil Classification System [U.S.C.] 3 Denominaciones Típicas de los Grupos de Suelo. Según Wagner, 1957.

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Tabla 2: Resumen de los Perfiles Estratigráficos Denominaciones Típicas del Suelo3: � ML: limos inorgánicos de alta plasticidad LL< 50%; IP < Línea A; Pasa Tamiz 200 > 50%. � MH: limos inorgánicos de alta plasticidad LL> 50%; IP < Línea A; Pasa Tamiz 200 > 50%. Acorde a la estratigrafía y a los ensayos de campo se ha logrado dar la clasificación geomecánica de cada estrato: La Clasificación Geomecánica del limo de baja plasticidad (ML): w = 30.77%; WLL =47.69%; WLP =36.58%; IP =11.11%; quProm = 12,6 T/m² SPT = 10 Golpes/pie La Clasificación Geomecánica del limo de alta plasticidad (MH): w = 41.47/47.15%; WLL =65.22/71.85%; WLP =53.02/55.58%; IP =12.2/16.27%; quProm = 14.4/16.2 T/m² SPT = 12/13 Golpes/pie

Tabla 3 Perfiles Estratigráficos 3.2. NIVEL FREÁTICO Durante el proceso de exploración No se encontró evidencia de Niveles de Aguas Subterráneas, según se resume en la siguiente tabla y en el Anexo : 2.

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Tabla 4 : Presencia de NAF 3.3. CARACTERIZACIÓN GEOMECÁNICA Como Resultado de las Fases de Exploración, Muestreo, Laboratorio y Análisis e Interpretación de Resultados se ha logrado Caracterizar Geomecánicamente el Subsuelo del Área en Estudio. Cabe hacerse notar que al comparar los resultados obtenidos de las perforaciones, se ha observado que estratigráfica y geomecánicamente el subsuelo presenta buenas condiciones de invariabilidad; situación ésta que permite al diseñador partir de parámetros homogéneos de diseño. A continuación se detalla dicha caracterización.

Tabla 5 Resumen Parámetros Físicos y Mecánicos del subsuelo 4. CLASIFICACIÓN SÍSMICA DEL SUELO De acuerdo con los efectos locales descritos en el NSR-98 Normas Colombianas de Diseño y Construcción Sismo Resistente, Ley 1400 de 1997 y Decreto 33 de 1998 [A.2.4 & Apéndice H-1], y al mapa de zonificación sísmica de Colombia, el área del proyecto se encuentra dentro de la amenaza sísmica alta; el tipo de perfil de suelo se clasifica como: Perfil de Suelo: S3 Perfiles en donde entre la roca y la Superficie hay más de 20.0 m de suelo que contiene depósitos estables, cuya dureza varía entre mediana y blanda, con una velocidad de onda de cortante entre 150 y 270 m/seg., y que dentro de ellos hay en conjunto menos de 12.0 m de suelos de consistencia blanda.

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Tabla 6 Coeficientes Espectrales de Diseño La forma del espectro elástico de aceleraciones, para un Coeficiente de Amortiguamiento del cinco por ciento [5%] con respecto al Amortiguamiento Crítico [�], que se debe utilizar en el diseño, se da en la Figura a continuación.

Ilustración 1 Espectro Elástico de Diseño en la Superficie Donde: ��Aa: Coeficiente que representa la aceleración pico efectiva esperada en roca para un diez por ciento de probabilidad de ser excedida en un lapso de cincuenta años, se expresa como un porcentaje de la aceleración de la gravedad. Este coeficiente es definido en las Normas Sismo Resistentes Colombianas. ��T: Valor del período fundamental de la obra, calculado de acuerdo con la prescrito en A.5 de la Normas Sismo Resistentes Colombianas NSR-98 [Método del Análisis Dinámico]. ��To : Período de vibración, en segundos, correspondiente al inicio de la zona de aceleración constante del espectro de diseño. ��Tc : Período de vibración, en segundos, correspondiente a la transición entre la zona de aceleración constante del espectro de diseño, para períodos cortos, y la parte descendiente del mismo. ��TL : Período de vibración, en segundos, correspondiente al inicio de la zona de aceleración constante del espectro de diseño, para períodos largos.

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��Sa : Valor del espectro de aceleraciones de diseño para un período de vibración dado. Máxima aceleración horizontal de diseño, expresada como una fracción de la aceleración de la gravedad, para un sistema de un grado de libertad con un período de vibración T. 5. I: Coeficiente de importancia definido en A.2.5.2 de la Normas Sismo Resistentes Colombianas NSR-98 6. DISEÑO GEOTÉCNICO 6.1. CONSIDERACIONES GENERALES DE DISEÑO DE CIMENTACIONES Para el diseño de las estructuras de cimentación se debe tener en cuenta que: El control de las cargas frente a la capacidad portante del suelo y el nivel de cimentación; además los asentamientos máximos admisibles para que no se cause daño en la estructura. Para ello, la cimentación de las estructuras propuestas debe satisfacer tres criterios básicos e independientes: Primero, la fatiga neta no debe ser mayor a la capacidad portante última del suelo reducida por un factor de seguridad apropiado. Segundo, los asentamientos debidos a la compresión del suelo de fundación durante la vida de las estructuras deben ser de una magnitud tal que no causen daños estructurales o deterioro de la apariencia de las mismas. Tercero, el potencial de expansión del suelo de fundación puede ser controlado de forma que los hinchamientos o movimientos verticales hacia arriba que presente la cimentación se mantenga bajo límites tolerables. 6.2. PARÁMETROS DE DISEÑO Acorde a la Caracterización Geomecánica del Subsuelo que sirve de soporte para el Proyecto, tratada a extensión en el ordinal 3.3 del presente informe, como resultado final y complementario de las fases de Campo y laboratorio, también referidas en el Capítulo 2; se han logrado tipificar los parámetros de diseño a nivel de cimentación, según se detalla en la tabla 5 y que se resumen a continuación: Parámetros Geomecánicos (1,50-2,0 m) Cu =6,7 T/m²; N spt = 11 golpes/pie; qu =13,5 ton/m² �m = 1,593 t/m³; ángulo de fricción interna del suelo (�) = 25,8° (3,50-4,0 m) Cu = 7,2 T/m²; N spt = 12 golpes/pie; qu =14,4 ton/m² �m = 1,664 t/m³; ángulo de fricción interna del suelo (�) = 29.1° (5,50-6,00 m) Cu = 8,1 T/m²; N spt = 13 golpes/pie; qu =16,2 ton/m² �m = 1,724 t/m³; ángulo de fricción interna del suelo (�) = 29,8° Nota 2: Dado el caso de que las cargas de servicio definidas por el Ingeniero Estructural difieran en más de un 20% de las utilizadas para el presente diseño, se deberán recalcular las cimentaciones propuestas.

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6.3. DISEÑO DE CIMENTACIONES 6.3 CIMENTACION ACTUAL LA TORRE DE CUATRO PATAS ESTA CIMENTADA EN DADOS DE 0,8*0,8 m y h=0,20 m APOYADOS A SU VEZ EN 1 CAISSON DE �=1,40 m y Longitud de 9,5 m, amarrados sísmicamente por vigas de enlace de sección 0,40 * 0,60 m formando un anillo monolíticamente, podemos inferir que la estructura no tiene problemas de cimentación, aunque el dado debió tener un peralte más alto, mínimo 50 cm Y una sección mayor o igual al diámetro del caisson.

RESISTENCIA DEL CONCRETO CIMENTACION Mediante la toma de esclerómetros, se determino la resistencia a la compresión del concreto tanto de la dados, como Caisson y Vigas de amarre (ver anexo lecturas esclerometricas) las cuales arrojaron una resistencia de: ELEMENTO RESISTENCIA A LA COMPRESION (PSI) DADO 1686 / 1786 CAISSON 3263 Consideramos que la resistencia del concreto del caisson es deficiente, se requiere al menos reforzara hasta una profundidad de 2,5/3,0 m De igual manera hacemos un análisis de capacidad portante del suelo de fundación, sabemos de ante mano que para este tipo de estructura por su esbeltez se requiere una cimentación profunda bien empotrada.

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Entonces la recomendación de cimentación es la misma existente, dados apoyados en pilotes tipo caisson de �≥1,0 m y longitud ≥8,0 m

� Cimentación Tipo DADO sobre CAISSON A un desplante de 0,50 m del nivel actual, se propone una cimentación de DADO apoyado ya sea en 1 CAISSON de �≥100 cm y L≥8 m

CAPACIDAD ADMISIBLE CAISSON

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6.4. INTERACCIÓN SUELO ESTRUCTURA & ASENTAMIENTOS Donde:�s = Asentamiento [cm] = 0,6 Ks = Coeficiente de balasto [T/m3] = 3580 PROTECCIÓN DE TALUDES TEMPORALES El contratista es el responsable de la estabilidad de los taludes temporales y permanentes y debe soportar y proteger a satisfacción del interventor todas las superficies expuestas por las excavaciones hasta la terminación de la obra. Así mismo, debe evitar la contaminación del material de fundación antes de la colocación de los respectivos concretos y rellenos. La protección de los taludes incluye el suministro y remoción de soportes, incluyendo los entibados y acodolamientos que sean necesarios, la desviación de aguas superficiales, el retiro de aguas subterráneas en las excavaciones, el suministro y mantenimiento de un sistema de drenaje y bombeo que sea requerido para estabilización de los taludes y la obra. 7. LIMITACIONES DEL ESTUDIO Las RECOMENDACIONES contenidas en el presente informe se basan en los datos obtenidos del plan exploratorio realizado, y en la información suministrada por el ente contratante y están sujetas a cambios de acuerdo a las condiciones encontradas durante la construcción de este. Si durante la construcción se presentan situaciones o condiciones no previstas en este informe, deberá darse aviso oportuno a esta oficina para estudiar la solución más adecuada. 8. ANEXOS Como complemento a este informe, se incluyen los siguientes anexos: Anexo 1 : Localización de General y de sondeos Anexo 2 : Registros de Perforación Anexo 3 : Resumen de Ensayos de Laboratorio Anexo 4 : Memorias de cálculo capacidad de carga

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PBX: (571) 547 0790 Bogotá - Colombia

Anexo : 1 Localización General y de Sondeos

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www.instatelcolombia.com.co

PBX: (571) 547 0790 Bogotá - Colombia

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Anexo : 2 Registros de Perforación

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PBX: (571) 547 0790 Bogotá - Colombia

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PBX: (571) 547 0790 Bogotá - Colombia

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PBX: (571) 547 0790 Bogotá - Colombia

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Anexo : 3

Resumen de Ensayos de Laboratorio

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PBX: (571) 547 0790 Bogotá - Colombia

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Anexo : 4 Memorias de Cálculo Capacidad de Carga del suelo

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www.instatelcolombia.com.co

PBX: (571) 547 0790 Bogotá - Colombia

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PBX: (571) 547 0790 Bogotá - Colombia

    

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LEVANTAMIENTO ESTRUCTUAL

Con el fin de hacer la identificación de los elementos que componen la torre auto soportada de sección tronco trapezoidal de la estación Azalea de RTVC, ubicada en la Vereda Mira Valle, Corregimiento de Monterrey , Municipio de Buga, Departamento del Valle, se llevó a cabo un levantamiento estructural para hacer una inspección visual y determinar su estado actual, realizando un chequeo detallado desde el punto de vista del estado de los elementos estructurales y redundantes, y la necesidad de mantenimiento, teniendo en cuenta los siguientes parámetros:

• Identificación de elementos flexionados • Identificación de elementos flojos • Identificación de elementos faltantes • Identificación de tornillos y tuercas faltantes y/o flojos (prueba de torque) • Identificación de accesorios (antenas, escalerillas, pasarelas y plataformas) • Estado de la pintura y/o galvanizado • Estado de oxidación de elementos • Identificación de acumulación de agua en miembros. • Ubicación de luces de obstrucción y pararrayos. • Identificación de cableado existente. • Identificación de elementos de protección de caída. • Elaboración del perfil de la torre. • Verificación de verticalidad y torsión horizontal.

A continuación se presenta un resumen de cada uno de los ítems contemplados en el levantamiento.

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ITEM DESCRIPCIÓN

Iden

tifica

ción

de el

emen

tos f

lexio

nado

s, ele

men

tos f

lojo

s y fa

ltant

es

En el levantamiento realizado se evidenció encontró evidencia de elementos flexionados y faltantes que ponen en peligro la estabilidad de la estructura. A continuación se mencionan las observaciones más relevantes del levantamiento de los elementos estructurales y redundantes.

• En el montante B tramo 4, de longitud 5700 mm, uno de los montantes tiene un espesor menor ( 6” x 3/8” ) que los 7 restantes que componen el tramo ( 6” x ½” ).

• En el tramo 3, faltan ángulos tipo butaco, que sirven de elemento de unión entre los montantes.

• En el tramo 10, caras A y D, hacen falta dos ángulos correspondientes al cierre de dichas caras; también hace falta un ángulo de cierre en el tramo 6.

• Hay un ángulo flexionado en el cierre de la cara D del tramo 12.

• En el Tramo 16 hacen falta 2 redundantes en la diagonal, correspondientes al tejido del tramo.

Foto 1. Vista general de la torre estación Azalea RTVC Foto 2. Vista en contra picada de la torre

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Foto 3. Montante B del tramo 4, con ángulo de 6”x3/8” Foto 4. Montante B del tramo 4, con ángulo de 6”x1/2”

Los demás montantes del mismo tramo están conformados por 2 ángulos de 6”x1/2”

Foto 5. Ausencia de ángulos tipo butaco en el tramo 3 Foto 6. Ausencia de ángulos tipo butaco en el tramo 3

Foto 7. Ángulosº faltantes en el cierre del tramo 6 Foto 8. Elemento flexionado en el tramo 12

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ITEM DESCRIPCIÓN

Iden

tifica

ción

de to

rnillo

s y tu

erca

s falt

ante

s y/o

floj

os

Visualmente se reviso la totalidad de los tornillos, teniendo en cuenta, la calidad, diámetro, uniones donde hay tornillos faltantes, torque y el apriete de los tornillos con arandelas y guasas de presión, encontrando las siguientes observaciones:

‐ La tornillería de la torre corresponde en su totalidad a tornillo calidad A-394 tipo 0.

‐ El 90 % de la tornillería de la torre está instalada con la guasa, faltando la arandela, en el restante de elementos la unión no lleva ninguno de los 2, es decir que solamente se cuenta con tornillo y tuerca.

‐ En el empalme de Tramo 3 la tornillería se encuentra puesta sin guasa y sin arandela. Además la tornillería no cuenta con la longitud requerida de manera que no quedan los suficientes hilos del tornillo por fuera de la tuerca.

‐ En el gran porcentaje de empalmes la tornillería se encuentra instalada en forma desordenada, con tornillos que no corresponden al diámetro, ni la longitud requerida; se evidenció el hallazgo de tornillos y/o tuercas faltantes, tanto en los empalmes de montantes como en diagonales y horizontales principales.

Es importante el realizar el cambio de la tornillería de menor dimensión encontrada y realizar el ajuste a la totalidad de los pernos de la estructura, ya que debido a la falta de apriete algunos elementos presentan flexión y movimiento con tan solo subir la escalera; también es necesario hacer el cambio de la tornillería de diámetro diferente al requerido.

Foto 9. Detalle de unión, se muestra que los tornillos no cumplen con la longitud requerida y que hay tornillos de

diferentes diámetros en la misma unión

Foto 10. Tornillo faltante en la unión de dos montantes

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Foto 11. Tornillo faltante en unión de diagonales Foto 12. Detalle de tornillos sin arandelas ni wasas, y un tornillo sin tuerca

Fotos 14 y 15. Detalles de la unión en el nivel +120, en la que hay un tornillo faltante y hay diferentes diámetros de

tornillos en la misma unión.

Foto 16. Elemento desajustado por falta de apriete en los

tornillos Foto 17. Tornillos flojos, demasiado cortos y colocados

en desorden

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ITEM DESCRIPCIÓN

Iden

tifica

ción

de ac

ceso

rios (

ante

nas,

esca

lerilla

s, pa

sare

las y

plat

afor

mas

) En el levantamiento se identificaron las antenas existentes en la torre con sus dimensiones y posicionamiento, y esta información en la evaluación estructural del estado actual en un cuadro de antenas. También se identificaron las escalerillas tanto de acceso como la porta cables, las cuales una está al lado de la otra. La estructura presenta un sistema de protección de caídas compuesto por línea de vida vertical, dividida en dos tramos: uno de 0m hasta +90m (Tramo de sección tronco piramidal) y otro de +90m hasta +150m (Tramo de sección constante). La línea de vida cuenta con separadores cada 6. La línea de vida está compuesta por guaya es de 3/8” y 7 hilos; se encuentra debidamente tensionada. La escalera de acceso cuenta con un sistema de guarda cuerpos y se encuentra colocada correctamente. La torre cuenta con 10 plataformas de descanso correctamente instaladas, las cuales cuentan con guarda cuerpo, guarda pies y pasamanos, y piso en lámina perforada. Se revisó el sistema de luces de obstrucción, caperuzas, cajas de control, fotoceldas, acometida y cableado, los cuales se encuentran en buen estado. Hay luces de obstrucción en los niveles +45m, +92m y +150m. Con respecto a este tema, la única observación es que la coraza para la acometida de la luz de obstrucción en el nivel +150m se encuentra adherida a la estructura por medio de cinta aislante. Se encontró en la torre un pararrayos cuyo soporte inicia desde el nivel +150m; su bajante hasta la malla de tierras está separada de la estructura mediante aisladores. Tanto el pararrayos como su soporte, cable, aisladores y soldaduras se encuentran en buenas condiciones.

Foto 18. Escalera porta cables y escalera de acceso con línea de vida

Foto 19. Detalle de escalerillas de acceso y línea de vida

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Foto 20. Escalera porta cables y acometida para luz de

obstrucción Foto 21. Detalle luz de obstrucción

Foto 21. Detalle luz de obstrucción en el nivel +150m Foto 22. Detalle de coraza adherida a la estructura mediante cinta aislante

Foto 23. Detalle de coraza adherida a la estructura

mediante cinta aislante Foto 24. Pararrayos, el cable está adherido al soporte

con cinta aislante.

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Foto 25, escalera de acceso, línea de vida y plataforma de descanso

Foto 26, escalera de acceso, línea de vida y plataforma de descanso

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ITEM DESCRIPCIÓN

Esta

do d

e la p

intu

ra y/

o ga

lvani

zado

y es

tado

de o

xidac

ión

de el

emen

tos

La pintura en la estructura cumple con el reglamento de la Aeronáutica Civil (Aerocivil) en su capítulo decimo cuarto Parágrafo 14.3.6.2.4, referente a la cantidad de flanjas como debe estar pintada la estructura, la cual solo debe tener siete flanjas de dos colores (blanco y naranja) empezando y terminando con naranja. En cuanto al estado de la pintura, hay algunos focos menores de desprendimiento y soplo de pintura en cierres y diagonales, y cabe mencionar que algunos tornillos fueron instalados sin pintar en el cierre del tronco piramidal, pero en general, la torre presenta buena apariencia de pintura, aunque presenta manchas debidas a la humedad del ambiente. Con la cinta de alta adherencia se realizo la inspección en elementos principales de la torre, dando buena respuesta en cuanto a la adherencia de la pintura. No se evidenciaron focos de corrosión en la estructura.

Foto 27. Prueba de adherencia de pintura Foto 28. Prueba de adherencia de pintura

Foto 29. Pequeños focos de desprendimiento de pintura Foto 30. Pequeños focos de desprendimiento de pintura

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ITEM DESCRIPCIÓN

Foto 31. Tornillos sin pintar Foto 32. Desprendimiento de pintura

ITEM DESCRIPCIÓN

Iden

tifica

ción

de ac

umul

ació

n de

agua

en m

iembr

os

Durante la inspección se identificaron algunos puntos de acumulación de agua por tensión superficial y capilaridad, generando presencia de cultivos biológicos que también se saturan y acumulan agua.

Foto 33. Acumulación de agua y cultivos biológicos en una unión

Foto 34. Detalle de humedad y cultivos biológicos en un empalme

La torre en el estado actual requiere mantenimiento en cuanto a retoques de pintura, ajuste y cambio de tornillos y la colocación de elementos faltantes.

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ITEM DESCRIPCIÓN

Perfi

l de l

a tor

re

N+0.00

N+90.00

N+115.00

N+120.00

N+150.00

DESCRIPCIÓN DE LA SILUETA

Estructura Tronco piramidal decuatro lados, de sección variable.

arranca con una apertura de patasde 16.01m y va reduciento su

sección con una pendienteconstante hasta la altura de

90.00m, donde la seccióntransversal es de 2.72m. . Apartir

de esta altura, la torre continúa consección constante de 2.72m hasta la

altura de 115.00, sitio en el cualcomienza una transición tronco

cónica hasta la altura de 120.00m,donde las sección transverzal es de

1.30m. A partir de esta altura, lasección de la torre es constante

hasta la parte superior a la altura de150.00m

Apertura de patas: 16.01m

Sección transversal: 2.72m

Sección transversal: 2.72m

Sección transversal: 1.30m

Sección transversal: 1.30m

Elementos faltantes

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Versión: 02

Departamento: Valle del CaucaNombre del sitio:

FOR-DIS INSTATEL COLOMBIA CI LTDA.DIAGRAMA DE ANTENAS

INFORMACIÓN GENERAL DEL SITIO

Estación Azalea

INFORMACIÓN DE PERSONAL QUE REALIZÓ EL TRABAJO

Responsable de la c adrilla L is Ariel Orti

Departamento:Municipio:Fecha de visita:Contacto en el sitio: Teléfono:

Valle del CaucaBuga

Teléfono:

1 Antena Panel VHF banda I. 1 dipolo

Azimuth Cara AA i th C B

CONVENICÓN DE ANTENAS

ORIENTACIÓN TORRE

Responsable de la cuadrilla: Luis Ariel OrtizCorreo electrónico:

1 dipolo

CARA A Antena Panel VHF banda III. 2 2 dipolos

D A

Azimuth Cara BAzimuth Cara CAzimuth Cara D

3 Antena Panel VHF banda III. 4 dipolos

4 Antena Panel VHF banda I

CARA

 D

CARA

B

4 Antena Panel VHF banda I C CARA C B 2 dipolos

5 Antena Panel UHF1

2

6 A t P l BI RYMSA

NOTASMarcar el norte en el esquema de planta

Tomar la antena al centro de radiación de la antena

3 6 Antena Panel BI - RYMSA4

5

7 Antena Log

8 Antena Corbatín

Tomar foto al la ficha técnica de la antena

Hacer el levantamiento de las antenas existentes por cara

Colocar el dibujo o el numero correspondiente en el diagrama

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FOR-DIS INSTATEL COLOMBIA CI LTDA.DIAGRAMA DE ANTENAS

9 Antena Yagi Kathrein9 Antena Yagi Kathrein

PANEL FM ‐ KATHREIN9

Antena Panel B III - RYMSA10

11 Antena Panel B I - Thomson

12 A t P l FM12 Antena Panel FM

13 Antena Micrrondas en grillaD = variable

A t R dAntena con Radome14 D = variable

Antena con Radome esferico15 D = variable

A t Mi d

Radome 6

Antena Micrrondas16 D = variable

17 Antena VelaH = variable

18 A U idi i l 19 OMB MP 4R18 Antena Unidireccional 19 OMB. MP‐4RH = variable

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Versión: 02

FOR-DIS INSTATEL COLOMBIA CI LTDA.DIAGRAMA DE ANTENAS

DIAGRAMA DE ANTENAS

   DIMENSIONES    DIMENSIONES 1.25 m X 2.90m 1.25 m X 2.90m

150 150 150 150 150

149 149 149 149 149

148 148 148 148 148

VER

TICE

 A

VER

TICE

 B

VER

TICE

 C

VER

TICE

 D

VER

TICE

 A

CARA D CARA C CARA B CARA A

148 148 148 148 148

147 147 147 147 147

146 146 146 146 146

145 145 145 145 145

144 144 144 144 144

143 143 143 143 143

142 142 142 142 142142 142 142 142 142

141 141 141 141 141

140 140 140 140 140

139 139 139 139 139

138 138 138 138 138

137 137 137 137 137

136 136 136 136 136

135 135 135 135 135

134 134 134 134 134

133 133 133 133 133

132 132 132 132 132

131 131 131 131 131

130 130 130 130 130

129 129 129 129 129

128 128 128 128 128

127 127 127 127 127

126 126 126 126 126

125 125 125 125 125

124 124 124 124 124

123 123 123 123 123

122 122 122 122 122

121 121 121 121 121

120 120 120 120 120

119 119 119 119 119

118 118 118 118 118

117 117 117 117 117

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FOR-DIS INSTATEL COLOMBIA CI LTDA.DIAGRAMA DE ANTENAS

116 116 116 116 116

115 115 115 115 115

114 114 114 114 114114 114 114 114 114

113 113 1.25 m X 1.55 113 113 113

112 112 112 112 112

111 111 111 111 111

110 110 110 110 110

109 109 109 109 109

108 108 108 108 108108 108 108 108 108

107 107 107 107 107

106 106 106 106 106

105 105 105 105 105

104 104 104 104 104

103 103 103 103 103

102 102 102 102 102

101 101 101 101 101

100 100 100 100 100

99 99 99 99 99

98 98 98 98 98

97 97 97 97 97

96 96 96 96 96

95 95 95 95 95

94 94 94 94 94

93 93 93 93 93

92 92 92 92 92

91 91 91 91 91

90 90 90 90 90

89 89 89 89 89

88 88 88 88 88

87 87 87 87 87

86 86 86 86 86

85 85 85 85 85

84 84 84 84 84

83 83 83 83 83

82 82 82 82 82

81 81 81 81 81

80 80 80 80 80

79 79 79 79 7979 79 79 79 79

78 78 78 78 78

77 77 77 77 77

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FOR-DIS INSTATEL COLOMBIA CI LTDA.DIAGRAMA DE ANTENAS

76 76 76 76 76

75 75 75 75 75

74 74 74 74 7474 74 74 74 74

73 73 73 73 73

72 72 72 72 72

71 71 71 71 71

70 70 70 70 70

69 69 69 69 69

68 68 68 68 6868 68 68 68 68

67 67 67 67 67

66 66 66 66 66

65 65 65 65 65

64 64 64 64 64

63 63 63 63 63

62 62 62 62 62

61 61 61 61 61

60 60 60 60 60

59 59 59 59 59

58 58 58 58 58

57 57 57 57 57

56 56 56 56 56

55 55 55 55 55

54 54 54 54 54

53 53 53 53 53

52 52 52 52 52

51 51 51 51 51

50 50 50 50 50

49 49 49 49 49

48 48 48 48 48

47 47 47 47 47

46 46 46 46 46

45 45 45 45 45

44 44 44 44 44

43 43 43 43 43

42 42 42 42 42

41 41 41 41 41

40 40 40 40 40

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FOR-DIS INSTATEL COLOMBIA CI LTDA.DIAGRAMA DE ANTENAS

39 39 39 39 39

38 38 38 38 38

37 37 37 37 3737 37 37 37 37

36 36 36 36 36

35 35 35 35 35

34 34 34 34 34

33 33 33 33 33

32 32 32 32 32

31 31 31 31 3131 31 31 31 31

30 30 30 30 30

29 29 29 29 29

28 28 28 28 28

27 27 27 27 27

26 26 26 26 26

25 25 25 25 25

24 24 24 24 24

23 23 23 23 23

22 22 22 22 22

21 21 21 21 21

20 20 20 20 20

19 19 19 19 19

18 18 18 18 18

17 17 17 17 17

16 16 16 16 16

15 15 15 15 15

14 14 14 14 14

13 13 13 L= 3.00m 13 13

12 12 12 12 12

11 11 11 11 11

10 10 D= 0.90m 10 10 10

9 9 9 9 9

8 8 8 8 8

7 7 7 7 7

6 6 6 6 6

5 5 5 5 5

4 4 4 4 4

3 3 3 3 3

2 2 2 2 22 2 2 2 2

1 1 1 1 1

0 0 0 0 0

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Edición: 1.0Fecha: 26/03/2010

Altura de la torre: 150 m Desplazamiento admisible: 0.0025HH = Altura de la torre m

grad. min. seg. grad. min. seg.89 59 46 0 0 14 Ok89 59 6 0 0 54 Ok89 57 29 0 2 31 Ok89 54 48 0 5 12 Ok89 54 8 0 5 52 Ok89 52 27 0 7 33 Ok89 51 50 0 8 10 Ok

Distancia de la estación a la torre: 144.840 m Azimuth: 134º59'51''

grad. min. seg. grad. min. seg.89 59 35 0 0 25 Ok89 58 35 0 1 25 Ok89 57 13 0 2 47 Ok89 56 38 0 3 22 Ok89 56 6 0 3 54 Ok89 55 39 0 4 21 Ok89 55 4 0 4 56 Ok

Distancia de la estación a la torre: 235.965 m Azimuth: 180º00'05''

Elaboró: Revisó:

ESQUEMA DEL LEVANTAMIENTO

INSTATEL COLOMBIA CI LTDA.VERTICALIDAD DE TORRES

La torre está ubicada en el cerro Azalea en la vereda Miraflores, corregimiento de Monterrey en el municipio de Buga, departamento del Valle del cauca; el acceso al sitio se hace por carreteable hasta la estación. La torre está conformada por tres cuerpos de diferente sección transversal, de los cuales el primero es de sección troncocónica desde el nivel +0.00m hasta el nivel +90m; apartir de éste nivel y hasta +130m, la sección es cuadrada de 2.80m de lado, y en ella hay antenas tipo panel. desde el nivel +130m hasta el nivel +150 la sección también es cuadrada de 1.30m de ancho.

RTVCValle del CaucaBugaVereda Miraflores - Corregimiento MonterreyEstación total Topcon GTS LI0086

VERIFICACIÓN DE VERTICALIDAD CARA C

VERIFICACIÓN DE VERTICALIDAD CARA B

0.268131.82 0.299149.92 0.339

0.3180.344

Desplazamiento

Angulo Horizontal Desviación Desplazamiento Desp. Admis.

0.0470.136

0.0100.038

m0.029

0.330

0.290

0.375

0.013

0.260

0.2600.231

0.0470.136

0.375

Verificaciónm18.8454.2989.98

0.330

0.0970.191 0.225

Altura

Equipo utilizado:

TOMA DE DATOS

Desp. Admis.

FOR-DIS-30

VERIFICACIÓN DE VERTICALIDAD

EST-013-EVALUACION TORRE AZALEA

Angulo Horizontal Desviación Verificaciónm

DESCRIPCIÓN DEL SITIO

Descripción general:

m

0.1060.219

103.81

Propietario:Departamento:Municipio:Dirección:

Alturam

5.34

0.247

115.96

18.8554.3090.00

103.81131.83149.93

m

0.225

Ing. PATROCINIO PARRA GALINDOMP. 15202 146419 BYC

Cara A

Cara C

Car

a B

Car

a D

Mont. A

Mont. B

Mont. D

Mont. C

Estación 1

Estación 2

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EVALUACIÓN ESTRUCTURAL

ESTACIÓN AZALEA

TORRE CADRADA DE SECCIÓN VARIABLE

ALTURA 150m

 

 

 

DISEÑO: ING. JAIME GUTIERREZ C.

MATRICULA No 25202-45957 CND 

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EVALUACIÓN ESTRUCTUAL TORRE METÁLICA AUTOSOPORTADA ALTURA 150 m 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 150 m ubicada en la estación Azalea RTVC, en la Vereda Mira Valle, Corregimiento de Monterrey , Municipio de Buga, Departamento del Valle. Para el análisis matemático se utilizó velocidad de viento de diseño de 120 Km/h. y velocidad de operación 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 Azalea ubicada en la Vereda Mira Valle, Corregimiento de Monterrey , Municipio de Buga, Departamento del Valle; cualquier cambio genera un estudio diferente. La torre en estudio tiene instaladas antenas para la transmisión de señal de televisión. DESCRIPCIÓN DE LA ESTRUCTURA EXISTENTE La torre actual está conformada por una estructura tronco piramidal de base cuadrada y sección variable. Arranca con una sección en la base de 16.01m y va reduciendo su sección con una pendiente constante hasta la altura de 90m, donde la sección transversal es de 2.80m. A partir de esta altura, la torre continúa con sección constante de 2.80m hasta la altura de 115.00, altura a partir de la cual comienza una transición tronco piramidal hasta la altura de 120.00m, donde la sección transversal es de 1.30m. A partir de esta altura, la sección de la torre es constante de 1.30m hasta la parte superior de la torre a la altura de 150.00m. (Ver esquema Torre Existente) Para el mantenimiento, la estructura cuenta con una escalera de acceso y una escalera porta cable vertical.

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Figura 1. Esquema de la silueta de la torre existente

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CONDICIONES DE CARGA CARGAS ACTUALES DE LA TORRE En la actualidad, la torre cuenta con las siguientes cargas: UBICACIÓN CANT. TIPO DE ANTENA DIMENSIONES NIVEL

MONTANTE B 1 ANTENA PARABOLICA D= 0.90m +10.00m

MONTANTE C 1 ANTENA YAGI L= 3.00m +13.00m

CARA C 3 ANTENA PANEL FM 1.25 m X 1.55 m Entre + 109m y 114m

CARA C 8 ANTENA PANEL VHF BANDA III 4 DIPOLOS 1.25 m X 2.90m Entre + 126m y 150m

CARA D 4 ANTENA PANEL VHF BANDA III 4 DIPOLOS 1.25 m X 2.90m Entre + 132m y 144m

HIPOTESIS 1 De acuerdo con los requerimientos del cliente, la hipótesis de carga numero uno requiere lo siguiente:

• Prolongar con el montaje de una sección de torre de 12 m de sección de 0.60 m. (diseñar) sobre la punta de la torre (top) a la cual se encuentra actualmente a una altura de 150 m. 1.30 m. de sección, con una carga de 12 antenas de VHF banda III en dos caras adyacentes en configuración 8 antenas cara A y 4 antenas cara B.

• Montaje de 18 antenas de UHF en dos caras adyacentes en configuración 10 antenas cara

A y 8 antenas cara B en la sección nueva de 12 m de sección 0.6m. De acuerdo con la hipótesis 1, las cargas de la torre quedan de la siguiente manera:

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DECRIPCIÓN DE LA SILUETA PARA LA HIPOTESIS 1 Para La torre de Hipótesis 1 está conformada por una estructura tronco piramidal de base cuadrada y sección variable. Arranca con una sección en la base de 16.01m y va reduciendo su sección con una pendiente constante hasta la altura de 90m, donde la sección transversal es de 2.80m. A partir de esta altura, la torre continúa con sección constante de 2.80m hasta la altura de 115.00, altura a partir de la cual comienza una transición tronco piramidal hasta la altura de 120.00m, donde la sección transversal es de 1.30m. A partir de esta altura, la sección de la torre es constante de 1.30m hasta la parte superior de la torre a la altura de 150.00m. A partir de esta altura se prolonga con una estructura de longitud de 12 metros con una sección de 0.60 m; a partir de 150 m se hará una transición troncocónica de sección inferior de 1.30m y superior de 0.60 m con longitud de 2.00 m (Ver esquema torre Hipótesis 1)

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Figura 2. Esquema de la silueta para la hipótesis 1

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HIPOTESIS 2 De acuerdo con los requerimientos del cliente, la hipótesis de carga numero dos requiere lo siguiente:

• Prolongar con el montaje de una sección de torre de 4 m de sección de 1.3 m. (diseñar) sobre la punta de la torre (top) a la cual se encuentra actualmente a una altura de 150 m. 1.30 m. de sección, con una carga de 12 antenas de VHF banda III en dos caras adyacentes en configuración 8 antenas cara A y 4 antenas cara B.

• Desmontar 12 antenas de VHF banda III en dos caras adyacentes en configuración 8 antenas cara A y 4 antenas cara B las cuales se encuentra a una altura de 126 a 150 m. para Luego montarlas entre 120 y 144.m.

• Luego montamos las antenas nuevas 18 antenas de UHF en dos caras adyacentes en configuración 10 antenas cara A y 8 antenas cara B entre 144 y 154 m.

De acuerdo con la hipótesis 2, las cargas de la torre quedan de la siguiente manera:

DECRIPCIÓN DE LA SILUETA PARA LA HIPOTESIS 2 Para la Hipótesis 2, la torre está conformada por una estructura tronco piramidal de base cuadrada y sección variable. Arranca con una sección en la base de 16.01m y va reduciendo su sección con una pendiente constante hasta la altura de 90m, donde la sección transversal es de 2.80m. A partir de esta altura, la torre continúa con sección constante de 2.80m hasta la altura de 115.00, altura a partir de la cual comienza una transición tronco piramidal hasta la altura de 120.00m, donde la sección

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transversal es de 1.30m. A partir de esta altura, la sección de la torre es constante de 1.30m hasta la parte superior de la torre a la altura de 150.00m. A partir de esta altura se prolonga una estructura de longitud de 4 metros con una sección constante de 1.30m (ver esquema torre Hipótesis 2).

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Figura 3. Esquema de la silueta para la hipótesis 2

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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 SEBRE ANTENAS Para el cálculo de las cargas de viento sobre antenas y accesorios, es necesario alimentar el programa con la información del tipo y dimensiones de la antena o accesorio y la altura a la que van a estar ubicados para que éste realice los cálculos y aplique las cargas de acuerdo al procedimiento de la norma2. Para el caso de estudio, se utilizó una velocidad de viento de de diseño de 120km/h y una velocidad de operación de 60 km/h.

                                                            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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Los coeficientes de forma varían con el ángulo de incidencia del viento sobre la antena y se evalúan con base en los valores máximos indicados en los manuales Parabolic Antennas Andrew y Allen Telecom Group3. Para propósitos de estas memorias, se supuso que la antena está siempre orientada de tal forma que produce la mayor carga y mayor torsión sobre la estructura. A partir de ensayos en túnel de viento realizados a sus antenas, la firma Andrew propone descomponer las acciones del viento en dos fuerzas y un momento como se muestra en la figura 4. 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 4. Acción del viento sobre antenas parabólicas y tipo panel Banda UHF

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]                                                             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

a

Viento

F (s)

F (a)

Eje antena

Tubo de anclaje antena

yM

Vista superior

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Donde: kz = Coeficiente de exposición Kz = [z/10](2/7) z en m kz < 2.58 < 2.58 Las fuerzas del viento sobre la torre se calcularan según articulo 2.3.2 con la siguiente ecuación: Fuerza del viento F = qz*Gh*Cf*Ae (Kg) Donde: Cf = Coeficiente de forma, según EIA Standard Cf = 4.0*e2 – 5.9*e + 4.0 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:                                                             5 American National Standard Institute 

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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 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 eclisas y cubrejuntas de unión, galvanizado, escaleras, etc., el peso de la estructura se afecta por un factor de multiplicación del peso de 1.20.

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CARGAS VERTICALES Las cargas verticales aplicadas al modelo matemático corresponden a la carga muerta, que está constituida por los elementos mencionados en el párrafo anterior, mas el peso aportado por las antenas, las plataformas de trabajo, las plataformas de descanso y los accesorios que sean 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:

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PBX: (571) 547 0790 Bogotá - Colombia

• Distancias en m, mm. • Cargas en Kg • Desplazamientos en m. • Esfuerzos en Kgf • Acciones y reacciones en Kg

DISEÑO DE LA ESTRUCTURA METALICA El diseño de la estructura metálica se realizará de acuerdo con lo estipulado por las normas ANSI/EIA/TIA aplicables a las cargas de trabajo. Si: Fu = 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 325 T-1 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

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Perfiles ASTM A-36 Fp = 3795 Kg/cm2 Perfiles ASTM A-572 GR50 Fp = 5280 Kg/cm2 Tornillo A 325 T-1 Fp = 8862 Kg/cm2  

Nota: En las siluetas de la evaluación estructural tanto para el estado actual como para cada una de las hipótesis requeridas, la ubicación de las antenas es netamente esquemática, por lo que es posible que no aparezcan dibujadas todas. Para verificar la aplicación de las cargas, remitirse al cuadro de cargas “DESIGNED APPURTENANCE LOADING” ubicado al lado derecho de cada una de las siluetas

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EVALUACION ESTRUCTURAL

ESTADO ACTUAL

ESTACION : AZALEA

P. Parra
Rectangle
P. Parra
New Stamp
P. Parra
New Stamp
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Project: TORRE CUADRADA AUTOSOPORTADA DE 150 MJob: ESTUDIO ESTRUCTURAL ESTACION: AZALEA ESTADO ACTUALClient: RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

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INSTATEL COLOMBIA Carrera 124 No 17-98

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

Job: ESTUDIO ESTRUCTURAL ESTACION: AZALEA ESTADO ACTUAL Project: TORRE CUADRADA AUTOSOPORTADA DE 150 M Client: RTVC - RADIO TELEVISION NACONAL DE COLOMBIA Drawn by: Ing. Jaime Gutierrez C. App'd:

Code: TIA/EIA-222-F Date: 03/25/10 Scale: NTS Path:

E:\2010\Instatel Evaluaciones Estructural\04 Azalea Torre Cuadrada 150 m\RISA TOWER AZALEA TC 150 M\TCA 150 M- AZALEA.eri Dwg No. E-1

150.0 m

144.0 m

138.0 m

132.0 m

126.0 m

120.0 m

115.0 m

110.0 m

105.0 m

100.0 m

95.0 m

90.0 m

85.0 m

80.0 m

75.0 m

67.5 m

60.0 m

50.0 m

40.0 m

30.0 m

20.0 m

10.0 m

0.0 m

150.3 mT1

T2T3

T4T5

T6T7

T8T9

T10

T11

T12

T13

T14

T15

T16

T17

T18

T19

T20

T21

T22

L64x

64x6

.4L7

6x76

x10

L102

x102

x12.

7A

L152

x152

x16

B2L

152

x152

x9.5

2L15

2x15

2x12

.7A

572-

50L5

1x51

x4.8

L64x

64x4

.8L6

4x64

x6.4

L76x

76x6

.4L1

02x1

02x6

.4L1

02x1

02x9

.5A

572-

50C

N.A

.L5

1x51

x4.8

N.A

.D

N.A

.L1

02x1

02x6

.4L3

8x38

x3.2

EL5

1x51

x4.8

EL5

1x51

x4.8

L64x

64x6

.4L7

6x76

x6.4

N.A

.N

.A.

L38x

38x3

.2L5

1x51

x3.2

L51x

51x4

.8L5

1x51

x6.4

L64x

64x6

.4L3

8x38

x6L3

8x38

x5N

.A.

FL3

8x38

x3.2

L51x

51x6

.4L5

1x51

x4.8

L51x

51x6

.4L6

4x64

x6.4

L64x

64x4

.8L5

1x51

x4.8

N.A

.L3

8x38

x3.2

L38x

38x5

L51x

51x3

.2N

.A.

CN

.A.

L76x

76x6

.4

502.

547

9.0

619.

668

8.3

937.

499

8.9

1023

.412

25.9

1455

.114

71.5

1639

.819

03.3

1816

.718

89.1

2846

.829

31.5

4998

.052

95.4

5583

.257

89.4

7865

.092

45.4

1.3

2.8

3.53

394.

2678

5.00

176.

1025

7.20

38.

671

10.1

389

11.6

067

13.0

745

14.5

4230

@ 1

4 @

1.2

516

@ 2

.54

@ 3

.75

8 @

52

@ 1

0

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)

16.0

1 #

Pan

els

@ (m

) W

eigh

t (kg

)61

205.

2

ANT BIPOLAR BAD III RYMSA AT13-24 ((1250x500x2900))

150 - 147.1ANT BIPOLAR BAD III RYMSA AT13-24 ((1250x500x2900))

150 - 147.1ANT BIPOLAR BAD III RYMSA AT13-24 ((1250x500x2900))

149.7 - 146.8ANT BIPOLAR BAD III RYMSA AT13-24 ((1250x500x2900))

149.7 - 146.8ANT BIPOLAR BAD III RYMSA AT13-24 ((1250x500x2900))

146.5 - 143.6ANT BIPOLAR BAD III RYMSA AT13-24 ((1250x500x2900))

146.5 - 143.6ANT BIPOLAR BAD III RYMSA AT13-24 ((1250x500x2900))

143.3 - 140.4ANT BIPOLAR BAD III RYMSA AT13-24 ((1250x500x2900))

143.3 - 140.4ANT BIPOLAR BAD III RYMSA AT13-24 ((1250x500x2900))

140.1 - 137.2ANT BIPOLAR BAD III RYMSA AT13-24 ((1250x500x2900))

136.9 - 134ANT BIPOLAR BAD III RYMSA AT13-24 ((1250x500x2900))

133.7 - 130.8ANT BIPOLAR BAD III RYMSA AT13-24 ((1250x500x2900))

130.5 - 127.6PANEL FM KATHREIN ((1250x500x1550))

115 - 112.1PANEL FM KATHREIN ((1250x500x1550))

111.8 - 108.9PANEL FM KATHREIN ((1250x500x1550))

108.6 - 105.7DESIGNED APPURTENANCE LOADINGTYPE TYPEELEVATION ELEVATION

ANT BIPOLAR BAD III RYMSA AT13-24 ((1250x500x2900))

150 - 147.1

ANT BIPOLAR BAD III RYMSA AT13-24 ((1250x500x2900))

150 - 147.1

ANT BIPOLAR BAD III RYMSA AT13-24 ((1250x500x2900))

149.7 - 146.8

ANT BIPOLAR BAD III RYMSA AT13-24 ((1250x500x2900))

149.7 - 146.8

ANT BIPOLAR BAD III RYMSA AT13-24 ((1250x500x2900))

146.5 - 143.6

ANT BIPOLAR BAD III RYMSA AT13-24 ((1250x500x2900))

146.5 - 143.6

ANT BIPOLAR BAD III RYMSA AT13-24 ((1250x500x2900))

143.3 - 140.4

ANT BIPOLAR BAD III RYMSA AT13-24 ((1250x500x2900))

143.3 - 140.4

ANT BIPOLAR BAD III RYMSA AT13-24 ((1250x500x2900))

140.1 - 137.2

ANT BIPOLAR BAD III RYMSA AT13-24 ((1250x500x2900))

136.9 - 134

ANT BIPOLAR BAD III RYMSA AT13-24 ((1250x500x2900))

133.7 - 130.8

ANT BIPOLAR BAD III RYMSA AT13-24 ((1250x500x2900))

130.5 - 127.6

PANEL FM KATHREIN ((1250x500x1550))

115 - 112.1

PANEL FM KATHREIN ((1250x500x1550))

111.8 - 108.9

PANEL FM KATHREIN ((1250x500x1550))

108.6 - 105.7

SYMBOL LISTMARK MARKSIZE SIZE

A L152x152x13B L152x152x19C L51x51x4.8

D L64x64x4.8E L51x51x3.2F L25x25x3

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 A325 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 2 feeders per side

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www.instatelcolombia.com.co Instatel Colombia C.I Ltda. NIT 900.006.360-9

PBX: (571) 547 0790 Bogotá - Colombia

 

          

CONCLUSIONES Y RESULTADOS

Al realizar el análisis del cálculo estructural de la torre con las cargas según las cargas de las antenas instaladas en la torre se llego al siguiente resultado:

Para la velocidad de viento solicitada que es a 120 kph la estructura esta dentro los parámetros solicitados

DEFLEXION DE LA TORRE

Luego de análisis de la torre en el estado actual y teniendo en cuenta la velocidad de viento de operación de 60 kph verificamos el desplazamiento de la torre.

Desplazamiento máximo= H/200

Dmax= 150/200

Dmax= 750 mm

De los cálculos realizamos tenemos.

El desplazamiento presentado en la velocidad de operación tenemos 444.22 mm

Entonces 444.22 mm < 750 OK

ANEXO SE PRESENTA:

ISOMETRICO

SILUETA ESTADO ACTUAL

CALCULO ESTRUCTURAL ESTADO ACTUAL

 

P. Parra
Rectangle
P. Parra
New Stamp
P. Parra
New Stamp
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INSTATEL COLOMBIA Carrera 124 No 17-98

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

Job: ESTUDIO ESTRUCTURAL ESTACION: AZALEA ESTADO ACTUAL Project: TORRE CUADRADA AUTOSOPORTADA DE 150 M Client: RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA Drawn by: Ing. Jaime Gutierrez C. App'd:

Code: TIA/EIA-222-F Date: 03/25/10 Scale: NTS Path:

E:\2010\Instatel Evaluaciones Estructural\04 Azalea Torre Cuadrada 150 m\RISA TOWER AZALEA TC 150 M\TCA 150 M- AZALEA.eri Dwg No. E-5

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

0

0

500

500

Deflection (mm)150.000

144.000

138.000

132.000

126.000

120.000

115.000

110.000

105.000

100.000

95.000

90.000

85.000

80.000

75.000

67.500

60.000

50.000

40.000

30.000

20.000

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)150.000

144.000

138.000

132.000

126.000

120.000

115.000

110.000

105.000

100.000

95.000

90.000

85.000

80.000

75.000

67.500

60.000

50.000

40.000

30.000

20.000

10.000

0.000

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RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL ESTACION: AZALEA ESTADO

ACTUAL

Page 1 of 71

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M

Date 15:44:40 03/25/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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 150.000 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 1.300 m at the top and 16.010 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 A325 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. Pannel antennas feeders shall be 1-5/8'' and installed 15 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

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RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL ESTACION: AZALEA ESTADO

ACTUAL

Page 2 of 71

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M

Date 15:44:40 03/25/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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 150.000-144.000 1.300 1 6.000 T2 144.000-138.000 1.300 1 6.000 T3 138.000-132.000 1.300 1 6.000 T4 132.000-126.000 1.300 1 6.000 T5 126.000-120.000 1.300 1 6.000 T6 120.000-115.000 1.300 1 5.000 T7 115.000-110.000 2.800 1 5.000 T8 110.000-105.000 2.800 1 5.000 T9 105.000-100.000 2.800 1 5.000

T10 100.000-95.000 2.800 1 5.000 T11 95.000-90.000 2.800 1 5.000 T12 90.000-85.000 2.800 1 5.000 T13 85.000-80.000 3.534 1 5.000 T14 80.000-75.000 4.268 1 5.000 T15 75.000-67.500 5.002 1 7.500 T16 67.500-60.000 6.103 1 7.500 T17 60.000-50.000 7.203 1 10.000 T18 50.000-40.000 8.671 1 10.000 T19 40.000-30.000 10.139 1 10.000 T20 30.000-20.000 11.607 1 10.000 T21 20.000-10.000 13.075 1 10.000 T22 10.000-0.000 14.542 1 10.000

Tower Section Geometry (cont’d)

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Page 3 of 71

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M

Date 15:44:40 03/25/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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

T1 150.000-144.000 1.000 Double K No Yes 0 0 T2 144.000-138.000 1.000 Double K No Yes 0 0 T3 138.000-132.000 1.000 Double K No Yes 0 0 T4 132.000-126.000 1.000 Double K No Yes 0 0 T5 126.000-120.000 1.000 Double K No Yes 0 0 T6 120.000-115.000 1.250 Double K1 No Yes 0 0 T7 115.000-110.000 2.500 Double K1 No Yes 0 0 T8 110.000-105.000 2.500 Double K1 No Yes 0 0 T9 105.000-100.000 2.500 Double K1 No Yes 0 0

T10 100.000-95.000 2.500 Double K1 No Yes 0 0 T11 95.000-90.000 2.500 Double K1 No Yes 0 0 T12 90.000-85.000 2.500 Double K1 No Yes 0 0 T13 85.000-80.000 2.500 Double K1 No Yes 0 0 T14 80.000-75.000 2.500 Double K1 No Yes 0 0 T15 75.000-67.500 3.750 Double K1 No Yes 0 0 T16 67.500-60.000 3.750 Double K1 No Yes 0 0 T17 60.000-50.000 5.000 Double K1 No Yes 0 0 T18 50.000-40.000 5.000 Double K1 No Yes 0 0 T19 40.000-30.000 5.000 Double K1 No Yes 0 0 T20 30.000-20.000 5.000 Double K1 No Yes 0 0 T21 20.000-10.000 10.000 K4A Down No Yes 0 0 T22 10.000-0.000 10.000 K4A 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 150.000-144.000

Single Angle L64x64x6.4 A572-50 (345 MPa)

Single Angle L51x51x4.8 A572-50 (345 MPa)

T2 144.000-138.000

Single Angle L64x64x6.4 A572-50 (345 MPa)

Single Angle L51x51x4.8 A572-50 (345 MPa)

T3 138.000-132.000

Single Angle L76x76x10 A572-50 (345 MPa)

Single Angle L51x51x4.8 A572-50 (345 MPa)

T4 132.000-126.000

Single Angle L76x76x10 A572-50 (345 MPa)

Single Angle L64x64x4.8 A572-50 (345 MPa)

T5 126.000-120.000

Single Angle L102x102x12.7 A572-50 (345 MPa)

Single Angle L64x64x4.8 A572-50 (345 MPa)

T6 120.000-115.000

Single Angle L102x102x12.7 A572-50 (345 MPa)

Single Angle L64x64x6.4 A572-50 (345 MPa)

T7 115.000-110.000

Single Angle L102x102x12.7 A572-50 (345 MPa)

Single Angle L64x64x6.4 A572-50 (345 MPa)

T8 110.000-105.000

Single Angle L152x152x13 A572-50 (345 MPa)

Single Angle L64x64x6.4 A572-50 (345 MPa)

T9 105.000-100.000

Single Angle L152x152x16 A572-50 (345 MPa)

Single Angle L76x76x6.4 A572-50 (345 MPa)

T10 100.000-95.000

Single Angle L152x152x16 A572-50 (345 MPa)

Single Angle L76x76x6.4 A572-50 (345 MPa)

T11 95.000-90.000

Single Angle L152x152x19 A572-50 (345 MPa)

Single Angle L76x76x6.4 A572-50 (345 MPa)

T12 90.000-85.000

Equal Angle 2L 152x152x9.5 A572-50 (345 MPa)

Single Angle L76x76x6.4 A572-50 (345 MPa)

T13 85.000-80.000

Equal Angle 2L 152x152x9.5 A572-50 (345 MPa)

Single Angle L76x76x6.4 A572-50 (345 MPa)

T14 80.000-75.000

Equal Angle 2L 152x152x9.5 A572-50 (345 MPa)

Single Angle L76x76x6.4 A572-50 (345 MPa)

T15 75.000- Equal Angle 2L 152x152x9.5 A572-50 Single Angle L76x76x6.4 A572-50

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Page 4 of 71

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M

Date 15:44:40 03/25/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

Designed by Ing. Jaime Gutierrez C.

Tower Elevation

m

Leg Type

Leg Size

Leg Grade

Diagonal Type

Diagonal Size

Diagonal Grade

67.500 (345 MPa) (345 MPa) T16 67.500-

60.000 Equal Angle 2L 152x152x9.5 A572-50

(345 MPa) Single Angle L76x76x6.4 A572-50

(345 MPa) T17 60.000-

50.000 Equal Angle 2L152x152x12.7 A572-50

(345 MPa) Single Angle L102x102x6.4 A572-50

(345 MPa) T18 50.000-

40.000 Equal Angle 2L152x152x12.7 A572-50

(345 MPa) Single Angle L102x102x6.4 A572-50

(345 MPa) T19 40.000-

30.000 Equal Angle 2L152x152x12.7 A572-50

(345 MPa) Single Angle L102x102x6.4 A572-50

(345 MPa) T20 30.000-

20.000 Equal Angle 2L152x152x12.7 A572-50

(345 MPa) Single Angle L102x102x6.4 A572-50

(345 MPa) T21 20.000-

10.000 Equal Angle 2L152x152x12.7 A572-50

(345 MPa) Single Angle L102x102x6.4 A572-50

(345 MPa) T22 10.000-0.000 Equal Angle 2L152x152x12.7 A572-50

(345 MPa) Single Angle L102x102x9.5 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 150.000-144.000

Single Angle L51x51x4.8 A572-50 (345 MPa)

Single Angle A36 (248 MPa)

T6 120.000-115.000

Single Angle L51x51x4.8 A570-50 (345 MPa)

Solid Round A572-50 (345 MPa)

T7 115.000-110.000

Single Angle L51x51x4.8 A570-50 (345 MPa)

Solid Round A572-50 (345 MPa)

T12 90.000-85.000

Single Angle L76x76x6.4 A570-50 (345 MPa)

Solid Round A572-50 (345 MPa)

T21 20.000-10.000

Single Angle L102x102x6.4 A570-50 (345 MPa)

Solid Round A572-50 (345 MPa)

T22 10.000-0.000 Single Angle L102x102x6.4 A570-50 (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

T1 150.000-144.000

None Flat Bar A36 (248 MPa)

Single Angle L38x38x3.2 A572-50 (345 MPa)

T2 144.000-138.000

None Flat Bar A36 (248 MPa)

Single Angle L38x38x3.2 A572-50 (345 MPa)

T3 138.000-132.000

None Flat Bar A36 (248 MPa)

Single Angle L38x38x3.2 A572-50 (345 MPa)

T4 132.000-126.000

None Flat Bar A36 (248 MPa)

Single Angle L38x38x3.2 A572-50 (345 MPa)

T5 126.000-120.000

None Flat Bar A36 (248 MPa)

Single Angle L38x38x3.2 A572-50 (345 MPa)

T6 120.000- None Flat Bar A36 Single Angle L51x51x3.2 A572-50

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Page 5 of 71

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M

Date 15:44:40 03/25/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

Designed by Ing. Jaime Gutierrez C.

Tower Elevation

m

No. of

Mid Girts

Mid Girt Type

Mid Girt Size

Mid Girt Grade

Horizontal Type

Horizontal Size

Horizontal Grade

115.000 (248 MPa) (345 MPa) T7 115.000-

110.000 None Flat Bar A36

(248 MPa) Single Angle L51x51x4.8 A572-50

(345 MPa) T8 110.000-

105.000 None Flat Bar A36

(248 MPa) Single Angle L51x51x4.8 A572-50

(345 MPa) T9 105.000-

100.000 None Flat Bar A36

(248 MPa) Single Angle L51x51x3.2 A572-50

(345 MPa) T10 100.000-

95.000 None Flat Bar A36

(248 MPa) Single Angle L51x51x4.8 A572-50

(345 MPa) T11 95.000-

90.000 None Flat Bar A36

(248 MPa) Single Angle L51x51x4.8 A572-50

(345 MPa) T12 90.000-

85.000 None Flat Bar A36

(248 MPa) Single Angle L64x64x6.4 A572-50

(345 MPa) T13 85.000-

80.000 None Flat Bar A36

(248 MPa) Single Angle L64x64x6.4 A572-50

(345 MPa) T14 80.000-

75.000 None Flat Bar A36

(248 MPa) Single Angle L64x64x6.4 A572-50

(345 MPa) T15 75.000-

67.500 None Flat Bar A36

(248 MPa) Single Angle L64x64x6.4 A572-50

(345 MPa) T16 67.500-

60.000 None Flat Bar A36

(248 MPa) Single Angle L64x64x6.4 A572-50

(345 MPa) T17 60.000-

50.000 None Flat Bar A36

(248 MPa) Single Angle L76x76x6.4 A572-50

(345 MPa) T18 50.000-

40.000 None Flat Bar A36

(248 MPa) Single Angle L76x76x6.4 A572-50

(345 MPa) T19 40.000-

30.000 None Flat Bar A36

(248 MPa) Single Angle L76x76x6.4 A572-50

(345 MPa) T20 30.000-

20.000 None Flat Bar A36

(248 MPa) Single Angle L76x76x6.4 A572-50

(345 MPa) T21 20.000-

10.000 None Flat Bar A36

(248 MPa) Single Angle L76x76x6.4 A572-50

(345 MPa) T22 10.000-0.000 None Flat Bar A36

(248 MPa) Single Angle L76x76x6.4 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

T12 90.000-85.000

Single Angle A572-50 (345 MPa)

Single Angle L51x51x4.8 A572-50 (345 MPa)

T21 20.000-10.000

Single Angle A572-50 (345 MPa)

Single Angle L76x76x6.4 A572-50 (345 MPa)

T22 10.000-0.000 Single Angle A572-50 (345 MPa)

Single Angle L76x76x6.4 A572-50 (345 MPa)

Tower Section Geometry (cont’d)

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Page 6 of 71

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M

Date 15:44:40 03/25/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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

T6 120.000-115.000

A572-50 (345 MPa)

Diagonal (1) Single Angle L25x25x3 1

T7 115.000-110.000

A572-50 (345 MPa)

Horizontal (1) Diagonal (1)

Hip (1)

Single Angle Single Angle Single Angle

L38x38x3.2 L38x38x3.2 L38x38x3.2

1 1 1

T8 110.000-105.000

A572-50 (345 MPa)

Horizontal (1) Diagonal (1)

Hip (1)

Single Angle Single Angle Single Angle

L38x38x3.2 L38x38x3.2 L38x38x3.2

1 1 1

T9 105.000-100.000

A572-50 (345 MPa)

Horizontal (1) Diagonal (1)

Hip (1)

Single Angle Single Angle Single Angle

L38x38x3.2 L38x38x3.2 L38x38x3.2

1 1 1

T10 100.000-95.000

A572-50 (345 MPa)

Horizontal (1) Diagonal (1)

Hip (1)

Single Angle Single Angle Single Angle

L38x38x3.2 L38x38x3.2 L38x38x3.2

1 1 1

T11 95.000-90.000

A572-50 (345 MPa)

Horizontal (1) Diagonal (1)

Hip (1)

Single Angle Single Angle Single Angle

L38x38x3.2 L38x38x5

L38x38x3.2

1 1 1

T12 90.000-85.000

A572-50 (345 MPa)

Horizontal (1) Diagonal (1)

Hip (1)

Single Angle Single Angle Single Angle

L38x38x3.2 L38x38x5

L38x38x3.2

1 1 1

T13 85.000-80.000

A572-50 (345 MPa)

Horizontal (1) Diagonal (1)

Hip (1)

Single Angle Single Angle Single Angle

L38x38x3.2 L38x38x5

L38x38x3.2

1 1 1

T14 80.000-75.000

A572-50 (345 MPa)

Horizontal (1) Diagonal (1)

Hip (1)

Single Angle Single Angle Single Angle

L38x38x3.2 L38x38x5

L38x38x3.2

1 1 1

T15 75.000-67.500

A572-50 (345 MPa)

Horizontal (1) Diagonal (1)

Hip (1)

Single Angle Single Angle Single Angle

L38x38x5 L51x51x6.4 L38x38x5

1 1 1

T16 67.500-60.000

A572-50 (345 MPa)

Horizontal (1) Diagonal (1)

Hip (1)

Single Angle Single Angle Single Angle

L51x51x3.2 L51x51x4.8 L38x38x5

1 1 1

T17 60.000-50.000

A572-50 (345 MPa)

Horizontal (1) Diagonal (1)

Hip (1)

Single Angle Single Angle Single Angle

L51x51x4.8 L64x64x6.4 L51x51x3.2

1 1 1

T18 50.000-40.000

A572-50 (345 MPa)

Horizontal (1) Diagonal (1)

Hip (1)

Single Angle Single Angle Single Angle

L51x51x6.4 L64x64x6.4 L51x51x3.2

1 1 1

T19 40.000-30.000

A572-50 (345 MPa)

Horizontal (1) Diagonal (1)

Hip (1)

Single Angle Single Angle Single Angle

L64x64x8 L64x64x6.4 L51x51x3.2

1 1 1

T20 30.000-20.000

A572-50 (345 MPa)

Horizontal (1) Diagonal (1)

Hip (1)

Single Angle Single Angle Single Angle

L64x64x6.4 L64x64x10 L51x51x3.2

1 1 1

T21 20.000-10.000

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

L38x38x6 L64x64x6.4 L76x76x6.4

L102x102x6.4 L51x51x6.4 L64x64x6.4 L64x64x8

L64x64x6.4 L51x51x3.2 L51x51x3.2 L51x51x3.2 L51x51x3.2 L64x64x4.8

1 1 1 1

T22 10.000-0.000

A572-50 (345 MPa)

Horizontal (1) Horizontal (2) Horizontal (3)

Single Angle

L51x51x3.2 L64x64x6.4 L76x76x10

1

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Page 7 of 71

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M

Date 15:44:40 03/25/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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

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

Hip (1) Hip (2) Hip (3) Hip (4)

Hip Diagonal

Single Angle

Single Angle

L102x102x6.4 L51x51x6.4 L64x64x6.4 L76x76x6.4 L76x76x6.4 L51x51x3.2 L51x51x3.2 L51x51x3.2 L51x51x3.2 L64x64x4.8

1 1 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 150.000-144.000

0.018 6 A36 (248 MPa)

1 1 1.25 0 0

T2 144.000-138.000

0.018 6 A36 (248 MPa)

1 1 1.25 0 0

T3 138.000-132.000

0.018 8 A36 (248 MPa)

1 1 1.25 0 0

T4 132.000-126.000

0.018 10 A36 (248 MPa)

1 1 1.25 0 0

T5 126.000-120.000

0.018 10 A36 (248 MPa)

1 1 1.25 0 0

T6 120.000-115.000

0.018 10 A36 (248 MPa)

1 1 1.25 0 0

T7 115.000-110.000

0.021 10 A36 (248 MPa)

1 1 1.25 0 0

T8 110.000-105.000

0.021 10 A36 (248 MPa)

1 1 1.25 0 0

T9 105.000-100.000

0.024 10 A36 (248 MPa)

1 1 1.25 0 0

T10 100.000-95.000

0.024 10 A36 (248 MPa)

1 1 1.25 0 0

T11 95.000-90.000

0.024 10 A36 (248 MPa)

1 1 1.25 0 0

T12 90.000-85.000

0.024 10 A36 (248 MPa)

1 1 1.25 0 0

T13 85.000-80.000

0.024 10 A36 (248 MPa)

1 1 1.25 0 0

T14 80.000-75.000

0.024 10 A36 (248 MPa)

1 1 1.25 0 0

T15 75.000-67.500

0.024 10 A36 (248 MPa)

1 1 1.25 0 0

T16 67.500-60.000

0.024 10 A36 (248 MPa)

1 1 1.25 0 0

T17 60.000-50.000

0.024 10 A36 (248 MPa)

1 1 1.25 0 0

T18 50.000-40.000

0.024 10 A36 (248 MPa)

1 1 1.25 0 0

T19 40.000-30.000

0.024 10 A36 (248 MPa)

1 1 1.25 0 0

T20 30.000- 0.024 10 A36 1 1 1.25 0 0

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Page 8 of 71

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M

Date 15:44:40 03/25/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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

20.000 (248 MPa) T21 20.000-

10.000 0.024 10 A36

(248 MPa) 1 1 1.25 0 0

T22 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 150.000-144.000

No No 1 1 1

1 1

1 1

0.5 1

1 1

1 1

1 1

T2 144.000-138.000

No No 1 1 1

1 1

1 1

1 1

1 1

1 1

1 1

T3 138.000-132.000

No No 1 1 1

1 1

1 1

1 1

1 1

1 1

1 1

T4 132.000-126.000

No No 1 1 1

1 1

1 1

1 1

1 1

1 1

1 1

T5 126.000-120.000

No No 1 1 1

1 1

1 1

1 1

1 1

1 1

1 1

T6 120.000-115.000

No No 1 1 1

1 1

1 1

0.5 1

1 1

1 1

1 1

T7 115.000-110.000

No No 1 1 1

1 1

1 1

0.5 1

0.5 1

1 1

1 1

T8 110.000-105.000

No No 1 1 1

1 1

1 1

1 1

0.5 1

1 1

1 1

T9 105.000-100.000

No No 1 1 1

1 1

1 1

1 1

0.5 1

1 1

1 1

T10 100.000-95.000

No No 1 1 1

1 1

1 1

1 1

0.5 1

1 1

1 1

T11 95.000-90.000

No No 1 1 1

1 1

1 1

1 1

0.5 1

1 1

1 1

T12 90.000-85.000

No No 1 1 1

1 1

1 1

1 1

0.5 1

1 1

1 1

T13 85.000-80.000

No No 1 1 1

1 1

1 1

1 1

0.5 1

1 1

1 1

T14 80.000-75.000

No No 1 1 1

1 1

1 1

1 1

0.5 1

1 1

1 1

T15 75.000-67.500

No No 1 1 1

1 1

1 1

1 1

0.5 1

1 1

1 1

T16 67.500-60.000

No No 1 1 1

1 1

1 1

1 1

0.5 1

1 1

1 1

T17 60.000-50.000

No No 1 1 1

1 1

1 1

1 1

0.5 1

1 1

1 1

T18 50.000-40.000

No No 1 1 1

1 1

1 1

1 1

0.5 1

1 1

1 1

T19 40.000-30.000

No No 1 1 1

1 1

1 1

1 1

0.5 1

1 1

1 1

T20 30.000-20.000

No No 1 1 1

1 1

1 1

1 1

0.5 1

1 1

1 1

T21 20.000- No No 1 1 1 1 0.25 0.5 1 1

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Page 9 of 71

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M

Date 15:44:40 03/25/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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

10.000 1 1 1 1 1 1 1 T22 10.000-

0.000 No No 1 1

1 1 1

1 1

0.25 1

0.5 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 150.000-144.000

0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75

T2 144.000-138.000

0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75

T3 138.000-132.000

0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75

T4 132.000-126.000

0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75

T5 126.000-120.000

0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75

T6 120.000-115.000

0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75

T7 115.000-110.000

0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75

T8 110.000-105.000

0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75

T9 105.000-100.000

0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75

T10 100.000-95.000

0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75

T11 95.000-90.000

0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75

T12 90.000-85.000

0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75

T13 85.000-80.000

0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75

T14 80.000-75.000

0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75

T15 75.000-67.500

0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75

T16 67.500-60.000

0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75

T17 60.000-50.000

0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75

T18 50.000-40.000

0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75

T19 40.000-30.000

0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75

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Page 10 of 71

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M

Date 15:44:40 03/25/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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

T20 30.000-20.000

0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75

T21 20.000-10.000

0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75

T22 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 150.000-144.000

Sleeve DS 16 A325X

8 16 A325X

2 16 A325X

1 0 A307

0 16 A325N

0 13 A325X

1 16 A307

1

T2 144.000-138.000

Sleeve DS 16 A325X

12 16 A325X

2 16 A325X

1 0 A307

0 16 A325N

0 13 A325X

1 16 A307

1

T3 138.000-132.000

Sleeve DS 16 A325X

12 16 A325X

2 16 A325X

2 0 A307

0 16 A325N

0 16 A325X

1 16 A307

1

T4 132.000-126.000

Sleeve DS 16 A325X

12 16 A325X

2 16 A325X

2 0 A307

0 16 A325N

0 16 A325X

1 16 A307

2

T5 126.000-120.000

Sleeve DS 16 A325X

12 16 A325X

2 16 A325X

2 0 A307

0 16 A325N

0 16 A325X

1 16 A307

2

T6 120.000-115.000

Sleeve DS 16 A325X

12 16 A325X

2 16 A325X

2 0 A307

0 16 A325N

0 16 A325X

1 16 A307

2

T7 115.000-110.000

Sleeve DS 16 A325X

12 16 A325X

2 16 A325X

2 0 A307

0 16 A325N

0 16 A325X

1 16 A325N

2

T8 110.000-105.000

Sleeve DS 16 A325X

12 16 A325X

2 16 A325X

2 0 A307

0 16 A325N

0 16 A325X

1 16 A325N

2

T9 105.000-100.000

Sleeve DS 19 A325X

16 16 A325X

2 16 A325X

3 0 A307

0 16 A325N

0 16 A325X

1 16 A325N

2

T10 100.000-95.000

Sleeve DS 19 A325X

16 16 A325X

2 16 A325X

2 0 A307

0 16 A325N

0 16 A325X

1 16 A325N

2

T11 95.000-90.000

Sleeve DS 22 A325X

16 16 A325X

2 16 A325X

2 0 A307

0 16 A325N

0 16 A325X

1 16 A325N

2

T12 90.000-85.000

Sleeve DS 22 A325X

16 16 A325X

2 16 A325X

2 0 A307

0 16 A325N

0 16 A325X

1 16 A325N

2

T13 85.000-80.000

Sleeve DS 22 A325X

16 16 A325X

2 16 A325X

2 0 A307

0 16 A325N

0 16 A325X

1 16 A325N

3

T14 80.000-75.000

Sleeve DS 22 A325X

16 16 A325X

2 16 A325X

2 0 A307

0 16 A325N

0 16 A325X

2 16 A325N

3

T15 75.000-67.500

Sleeve DS 22 A325X

18 16 A325X

2 16 A325X

2 0 A307

0 16 A325N

0 16 A325X

2 16 A325N

3

T16 67.500-60.000

Sleeve DS 22 A325X

24 16 A325X

2 16 A325X

2 0 A307

0 16 A325N

0 16 A325X

2 16 A325N

2

T17 60.000-50.000

Sleeve DS 22 A325X

32 16 A325X

2 16 A325X

2 0 A307

0 16 A325N

0 16 A325X

2 16 A325N

2

T18 50.000-40.000

Sleeve DS 22 A325X

32 16 A325X

2 16 A325X

2 0 A307

0 16 A325N

0 16 A325X

2 16 A325N

2

T19 40.000-30.000

Sleeve DS 22 A325X

32 16 A325X

2 16 A325X

2 0 A307

0 16 A325N

0 16 A325X

2 16 A325N

2

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Page 11 of 71

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M

Date 15:44:40 03/25/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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.

T20 30.000-20.000

Sleeve DS 22 A325X

32 16 A325X

2 16 A325X

2 0 A307

0 16 A325N

0 16 A325X

2 16 A325N

2

T21 20.000-10.000

Sleeve DS 22 A325X

32 16 A325X

2 16 A325X

2 0 A307

0 16 A325N

0 16 A325X

2 16 A325N

2

T22 10.000-0.000

Sleeve DS 22 A325X

32 16 A325X

2 16 A325X

2 0 A307

0 16 A325N

0 16 A325X

2 16 A325N

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

ANT BIPOLAR BAD III RYMSA AT13-24 ((1250x500x2900))

C From Face 0.000 0.000 0.000

0.0000 150.000 - 147.100

No Ice 0.033 0.033 68.00

ANT BIPOLAR BAD III RYMSA AT13-24 ((1250x500x2900))

C From Face 0.000 0.000 0.000

0.0000 150.000 - 147.100

No Ice 0.033 0.033 68.00

ANT BIPOLAR BAD III RYMSA AT13-24 ((1250x500x2900))

C From Face 0.000 0.000 0.000

0.0000 149.700 - 146.800

No Ice 0.033 0.033 68.00

ANT BIPOLAR BAD III RYMSA AT13-24 ((1250x500x2900))

D From Face 0.000 0.000 0.000

0.0000 149.700 - 146.800

No Ice 0.033 0.033 68.00

ANT BIPOLAR BAD III RYMSA AT13-24 ((1250x500x2900))

C From Face 0.000 0.000 0.000

0.0000 146.500 - 143.600

No Ice 0.033 0.033 68.00

ANT BIPOLAR BAD III RYMSA AT13-24 ((1250x500x2900))

D From Face 0.000 0.000 0.000

0.0000 146.500 - 143.600

No Ice 0.033 0.033 68.00

ANT BIPOLAR BAD III RYMSA AT13-24 ((1250x500x2900))

C From Face 0.000 0.000 0.000

0.0000 143.300 - 140.400

No Ice 0.033 0.033 68.00

ANT BIPOLAR BAD III RYMSA AT13-24 ((1250x500x2900))

D From Face 0.000 0.000 0.000

0.0000 143.300 - 140.400

No Ice 0.033 0.033 68.00

ANT BIPOLAR BAD III RYMSA AT13-24 ((1250x500x2900))

C From Face 0.000 0.000 0.000

0.0000 140.100 - 137.200

No Ice 0.033 0.033 68.00

ANT BIPOLAR BAD III RYMSA AT13-24 ((1250x500x2900))

C From Face 0.000 0.000 0.000

0.0000 136.900 - 134.000

No Ice 0.033 0.033 68.00

ANT BIPOLAR BAD III RYMSA AT13-24 ((1250x500x2900))

C From Face 0.000 0.000 0.000

0.0000 133.700 - 130.800

No Ice 0.033 0.033 68.00

ANT BIPOLAR BAD III RYMSA AT13-24 ((1250x500x2900))

C From Face 0.000 0.000 0.000

0.0000 130.500 - 127.600

No Ice 0.033 0.033 68.00

PANEL FM KATHREIN ((1250x500x1550))

C From Face 0.000 0.000

0.0000 115.000 - 112.100

No Ice 0.033 0.033 25.00

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RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL ESTACION: AZALEA ESTADO

ACTUAL

Page 12 of 71

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M

Date 15:44:40 03/25/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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

0.000 PANEL FM KATHREIN

((1250x500x1550)) C From Face 0.000

0.000 0.000

0.0000 111.800 - 108.900

No Ice 0.033 0.033 25.00

PANEL FM KATHREIN ((1250x500x1550))

C From Face 0.000 0.000 0.000

0.0000 108.600 - 105.700

No Ice 0.033 0.033 25.00

Tower Pressures - No Ice

GH = 1.058

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 150.000-144.000

147.000 2.152 0.00 8.018 A B C D

1.6761.6761.6761.676

0.0000.0000.0000.000

0.762 45.4745.4745.4745.47

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T2 144.000-138.000

141.000 2.126 0.00 8.018 A B C D

1.6131.6131.6131.613

0.0000.0000.0000.000

0.762 47.2447.2447.2447.24

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T3 138.000-132.000

135.000 2.1 0.00 8.070 A B C D

1.7581.7581.7581.758

0.0000.0000.0000.000

0.914 52.0252.0252.0252.02

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T4 132.000-126.000

129.000 2.073 0.00 8.070 A B C D

1.9281.9281.9281.928

0.0000.0000.0000.000

0.914 47.4347.4347.4347.43

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T5 126.000-120.000

123.000 2.045 0.00 8.159 A B C D

2.2152.2152.2152.215

0.0000.0000.0000.000

1.219 55.0455.0455.0455.04

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T6 120.000-115.000

117.500 2.018 0.00 10.552 A B C D

2.2562.2562.2562.256

0.0000.0000.0000.000

1.039 46.0346.0346.0346.03

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T7 115.000-110.000

112.500 1.993 0.00 14.299 A B C D

2.3892.3892.3892.389

0.0000.0000.0000.000

1.016 42.5242.5242.5242.52

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T8 110.000-105.000

107.500 1.968 0.00 14.428 A B C D

2.7392.7392.7392.739

0.0000.0000.0000.000

1.524 55.6355.6355.6355.63

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T9 105.000-100.000

102.500 1.941 0.00 14.438 A B

2.8732.873

0.0000.000

1.524 53.0453.04

0.000 0.000

0.0000.000

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ACTUAL

Page 13 of 71

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M

Date 15:44:40 03/25/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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

C D

2.8732.873

0.0000.000

53.0453.04

0.000 0.000

0.0000.000

T10 100.000-95.000

97.500 1.914 0.00 14.438 A B C D

2.8732.8732.8732.873

0.0000.0000.0000.000

1.524 53.0453.0453.0453.04

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T11 95.000-90.000

92.500 1.885 0.00 14.449 A B C D

2.8732.8732.8732.873

0.0000.0000.0000.000

1.524 53.0453.0453.0453.04

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T12 90.000-85.000

87.500 1.855 0.00 16.252 A B C D

3.2093.2093.2093.209

0.0000.0000.0000.000

1.532 47.7447.7447.7447.74

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T13 85.000-80.000

82.500 1.824 0.00 19.921 A B C D

3.1913.1913.1913.191

0.0000.0000.0000.000

1.532 48.0248.0248.0248.02

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T14 80.000-75.000

77.500 1.792 0.00 23.591 A B C D

3.3813.3813.3813.381

0.0000.0000.0000.000

1.532 45.3245.3245.3245.32

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T15 75.000-67.500

71.250 1.75 0.00 42.266 A B C D

4.8514.8514.8514.851

0.0000.0000.0000.000

2.298 47.3847.3847.3847.38

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T16 67.500-60.000

63.750 1.695 0.00 50.521 A B C D

5.2205.2205.2205.220

0.0000.0000.0000.000

2.298 44.0344.0344.0344.03

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T17 60.000-50.000

55.000 1.625 0.00 80.230 A B C D

7.6877.6877.6877.687

0.0000.0000.0000.000

3.064 39.8639.8639.8639.86

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T18 50.000-40.000

45.000 1.534 0.00 94.909 A B C D

8.1898.1898.1898.189

0.0000.0000.0000.000

3.064 37.4237.4237.4237.42

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T19 40.000-30.000

35.000 1.428 0.00 109.588 A B C D

8.8458.8458.8458.845

0.0000.0000.0000.000

3.064 34.6434.6434.6434.64

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T20 30.000-20.000

25.000 1.297 0.00 124.266 A B C D

9.4029.4029.4029.402

0.0000.0000.0000.000

3.064 32.5932.5932.5932.59

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T21 20.000-10.000

15.000 1.121 0.00 138.942 A B C D

13.94813.40013.40012.852

0.0000.0000.0000.000

3.064 21.9722.8722.8723.84

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T22 10.000-0.000

5.000 1 0.00 153.620 A B C D

15.22014.61314.61314.007

0.0000.0000.0000.000

3.064 20.1320.9720.9721.88

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

Tower Pressure - Service

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RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL ESTACION: AZALEA ESTADO

ACTUAL

Page 14 of 71

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M

Date 15:44:40 03/25/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

Designed by Ing. Jaime Gutierrez C.

GH = 1.058

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 150.000-144.000

147.000 2.152 0.00 8.018 A B C D

1.6761.6761.6761.676

0.0000.0000.0000.000

0.762 45.4745.4745.4745.47

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T2 144.000-138.000

141.000 2.126 0.00 8.018 A B C D

1.6131.6131.6131.613

0.0000.0000.0000.000

0.762 47.2447.2447.2447.24

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T3 138.000-132.000

135.000 2.1 0.00 8.070 A B C D

1.7581.7581.7581.758

0.0000.0000.0000.000

0.914 52.0252.0252.0252.02

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T4 132.000-126.000

129.000 2.073 0.00 8.070 A B C D

1.9281.9281.9281.928

0.0000.0000.0000.000

0.914 47.4347.4347.4347.43

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T5 126.000-120.000

123.000 2.045 0.00 8.159 A B C D

2.2152.2152.2152.215

0.0000.0000.0000.000

1.219 55.0455.0455.0455.04

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T6 120.000-115.000

117.500 2.018 0.00 10.552 A B C D

2.2562.2562.2562.256

0.0000.0000.0000.000

1.039 46.0346.0346.0346.03

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T7 115.000-110.000

112.500 1.993 0.00 14.299 A B C D

2.3892.3892.3892.389

0.0000.0000.0000.000

1.016 42.5242.5242.5242.52

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T8 110.000-105.000

107.500 1.968 0.00 14.428 A B C D

2.7392.7392.7392.739

0.0000.0000.0000.000

1.524 55.6355.6355.6355.63

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T9 105.000-100.000

102.500 1.941 0.00 14.438 A B C D

2.8732.8732.8732.873

0.0000.0000.0000.000

1.524 53.0453.0453.0453.04

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T10 100.000-95.000

97.500 1.914 0.00 14.438 A B C D

2.8732.8732.8732.873

0.0000.0000.0000.000

1.524 53.0453.0453.0453.04

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T11 95.000-90.000

92.500 1.885 0.00 14.449 A B C D

2.8732.8732.8732.873

0.0000.0000.0000.000

1.524 53.0453.0453.0453.04

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T12 90.000-85.000

87.500 1.855 0.00 16.252 A B C D

3.2093.2093.2093.209

0.0000.0000.0000.000

1.532 47.7447.7447.7447.74

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T13 85.000-80.000

82.500 1.824 0.00 19.921 A B C D

3.1913.1913.1913.191

0.0000.0000.0000.000

1.532 48.0248.0248.0248.02

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T14 80.000-75.000

77.500 1.792 0.00 23.591 A B C D

3.3813.3813.3813.381

0.0000.0000.0000.000

1.532 45.3245.3245.3245.32

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T15 75.000- 71.250 1.75 0.00 42.266 A 4.851 0.000 2.298 47.38 0.000 0.000

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Page 15 of 71

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M

Date 15:44:40 03/25/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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

67.500 B C D

4.8514.8514.851

0.0000.0000.000

47.3847.3847.38

0.000 0.000 0.000

0.0000.0000.000

T16 67.500-60.000

63.750 1.695 0.00 50.521 A B C D

5.2205.2205.2205.220

0.0000.0000.0000.000

2.298 44.0344.0344.0344.03

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T17 60.000-50.000

55.000 1.625 0.00 80.230 A B C D

7.6877.6877.6877.687

0.0000.0000.0000.000

3.064 39.8639.8639.8639.86

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T18 50.000-40.000

45.000 1.534 0.00 94.909 A B C D

8.1898.1898.1898.189

0.0000.0000.0000.000

3.064 37.4237.4237.4237.42

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T19 40.000-30.000

35.000 1.428 0.00 109.588 A B C D

8.8458.8458.8458.845

0.0000.0000.0000.000

3.064 34.6434.6434.6434.64

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T20 30.000-20.000

25.000 1.297 0.00 124.266 A B C D

9.4029.4029.4029.402

0.0000.0000.0000.000

3.064 32.5932.5932.5932.59

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T21 20.000-10.000

15.000 1.121 0.00 138.942 A B C D

13.94813.40013.40012.852

0.0000.0000.0000.000

3.064 21.9722.8722.8723.84

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T22 10.000-0.000

5.000 1 0.00 153.620 A B C D

15.22014.61314.61314.007

0.0000.0000.0000.000

3.064 20.1320.9720.9721.88

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 150.000-144.000

3.62 498.90 A B C D

0.209 0.209 0.209 0.209

2.9422.9422.9422.942

0.5920.5920.5920.592

1111

1111

1.6761.6761.6761.676

779.74 129.96 D

T2 144.000-138.000

3.62 475.37 A B C D

0.201 0.201 0.201 0.201

2.9752.9752.9752.975

0.5910.5910.5910.591

1111

1111

1.6131.6131.6131.613

750.04 125.01 D

T3 138.000-132.000

4.46 615.13 A B C D

0.218 0.218 0.218 0.218

2.9052.9052.9052.905

0.5940.5940.5940.594

1111

1111

1.7581.7581.7581.758

788.28 131.38 D

T4 132.000-126.000

5.37 682.90 A B C D

0.239 0.239 0.239 0.239

2.8192.8192.8192.819

0.5990.5990.5990.599

1111

1111

1.9281.9281.9281.928

828.13 138.02 D

T5 126.000-120.000

5.37 932.04 A B C

0.271 0.271 0.271

2.6932.6932.693

0.6080.6080.608

111

111

2.2152.2152.215

896.72 149.45 D

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ACTUAL

Page 16 of 71

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M

Date 15:44:40 03/25/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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

D 0.271 2.693 0.608 1 1 2.215T6 120.000-

115.000 5.37 993.51 A

B C D

0.214 0.214 0.214 0.214

2.9212.9212.9212.921

0.5930.5930.5930.593

1111

1111

2.2562.2562.2562.256

978.01 195.60 D

T7 115.000-110.000

6.26 1017.09 A B C D

0.167 0.167 0.167 0.167

3.1263.1263.1263.126

0.5840.5840.5840.584

1111

1111

2.3892.3892.3892.389

1094.51 218.90 D

T8 110.000-105.000

6.26 1219.59 A B C D

0.19 0.19 0.19 0.19

3.0243.0243.0243.024

0.5880.5880.5880.588

1111

1111

2.7392.7392.7392.739

1198.27 239.65 D

T9 105.000-100.000

7.16 1447.97 A B C D

0.199 0.199 0.199 0.199

2.9842.9842.9842.984

0.590.590.590.59

1111

1111

2.8732.8732.8732.873

1223.62 244.72 D

T10 100.000-95.000

7.16 1464.32 A B C D

0.199 0.199 0.199 0.199

2.9842.9842.9842.984

0.590.590.590.59

1111

1111

2.8732.8732.8732.873

1206.26 241.25 D

T11 95.000-90.000

7.16 1657.06 A B C D

0.199 0.199 0.199 0.199

2.9852.9852.9852.985

0.590.590.590.59

1111

1111

2.8732.8732.8732.873

1188.50 237.70 D

T12 90.000-85.000

7.16 1959.57 A B C D

0.197 0.197 0.197 0.197

2.9912.9912.9912.991

0.590.590.590.59

1111

1111

3.2093.2093.2093.209

1309.21 261.84 D

T13 85.000-80.000

7.16 1836.59 A B C D

0.16 0.16 0.16 0.16

3.1583.1583.1583.158

0.5830.5830.5830.583

1111

1111

3.1913.1913.1913.191

1351.29 270.26 D

T14 80.000-75.000

7.16 1910.99 A B C D

0.143 0.143 0.143 0.143

3.2373.2373.2373.237

0.580.580.580.58

1111

1111

3.3813.3813.3813.381

1441.63 288.33 D

T15 75.000-67.500

7.16 2863.29 A B C D

0.115 0.115 0.115 0.115

3.3763.3763.3763.376

0.5770.5770.5770.577

1111

1111

4.8514.8514.8514.851

2106.01 280.80 D

T16 67.500-60.000

7.16 2924.34 A B C D

0.103 0.103 0.103 0.103

3.4333.4333.4333.433

0.5750.5750.5750.575

1111

1111

5.2205.2205.2205.220

2232.88 297.72 D

T17 60.000-50.000

7.16 5072.57 A B C D

0.096 0.096 0.096 0.096

3.4713.4713.4713.471

0.5750.5750.5750.575

1111

1111

7.6877.6877.6877.687

3187.48 318.75 D

T18 50.000-40.000

7.16 5341.32 A B C D

0.086 0.086 0.086 0.086

3.5213.5213.5213.521

0.5740.5740.5740.574

1111

1111

8.1898.1898.1898.189

3251.93 325.19 D

T19 40.000-30.000

7.16 5719.76 A B C D

0.081 0.081 0.081 0.081

3.553.553.553.55

0.5730.5730.5730.573

1111

1111

8.8458.8458.8458.845

3296.17 329.62 D

T20 30.000-20.000

7.16 6115.70 A B C

0.076 0.076 0.076

3.5763.5763.576

0.5730.5730.573

111

111

9.4029.4029.402

3206.50 320.65 D

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RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL ESTACION: AZALEA ESTADO

ACTUAL

Page 17 of 71

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M

Date 15:44:40 03/25/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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

D 0.076 3.576 0.573 1 1 9.402T21 20.000-

10.000 7.16 8214.37 A

B C D

0.1 0.096 0.096 0.092

3.4483.4683.4683.488

0.5750.5750.5750.574

1111

1111

13.94813.40013.40012.852

3963.19 396.32 A

T22 10.000-0.000

7.16 9484.53 A B C D

0.099 0.095 0.095 0.091

3.4553.4753.4753.495

0.5750.5750.5750.574

1111

1111

15.22014.61314.61314.007

3865.29 386.53 A

Sum Weight: 140.55 62587.44 OTM 2489867 kg-m

40143.68

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 150.000-144.000

3.62 498.90 A B C D

0.209 0.209 0.209 0.209

2.9422.9422.9422.942

0.5920.5920.5920.592

1.1571.1571.1571.157

1.1571.1571.1571.157

1.9381.9381.9381.938

901.96 150.33 D

T2 144.000-138.000

3.62 475.37 A B C D

0.201 0.201 0.201 0.201

2.9752.9752.9752.975

0.5910.5910.5910.591

1.1511.1511.1511.151

1.1511.1511.1511.151

1.8561.8561.8561.856

863.20 143.87 D

T3 138.000-132.000

4.46 615.13 A B C D

0.218 0.218 0.218 0.218

2.9052.9052.9052.905

0.5940.5940.5940.594

1.1631.1631.1631.163

1.1631.1631.1631.163

2.0452.0452.0452.045

917.06 152.84 D

T4 132.000-126.000

5.37 682.90 A B C D

0.239 0.239 0.239 0.239

2.8192.8192.8192.819

0.5990.5990.5990.599

1.1791.1791.1791.179

1.1791.1791.1791.179

2.2732.2732.2732.273

976.50 162.75 D

T5 126.000-120.000

5.37 932.04 A B C D

0.271 0.271 0.271 0.271

2.6932.6932.6932.693

0.6080.6080.6080.608

1.21.21.21.2

1.21.21.21.2

2.6582.6582.6582.658

1076.06 179.34 D

T6 120.000-115.000

5.37 993.51 A B C D

0.214 0.214 0.214 0.214

2.9212.9212.9212.921

0.5930.5930.5930.593

1.161.161.161.16

1.161.161.161.16

2.6182.6182.6182.618

1134.85 226.97 D

T7 115.000-110.000

6.26 1017.09 A B C D

0.167 0.167 0.167 0.167

3.1263.1263.1263.126

0.5840.5840.5840.584

1.1251.1251.1251.125

1.1251.1251.1251.125

2.6892.6892.6892.689

1231.68 246.34 D

T8 110.000-105.000

6.26 1219.59 A B C D

0.19 0.19 0.19 0.19

3.0243.0243.0243.024

0.5880.5880.5880.588

1.1421.1421.1421.142

1.1421.1421.1421.142

3.1293.1293.1293.129

1368.91 273.78 D

T9 105.000-100.000

7.16 1447.97 A B C D

0.199 0.199 0.199 0.199

2.9842.9842.9842.984

0.590.590.590.59

1.1491.1491.1491.149

1.1491.1491.1491.149

3.3023.3023.3023.302

1406.26 281.25 D

T10 100.000-95.000

7.16 1464.32 A B

0.199 0.199

2.9842.984

0.590.59

1.1491.149

1.1491.149

3.3023.302

1386.31 277.26 D

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RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL ESTACION: AZALEA ESTADO

ACTUAL

Page 18 of 71

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M

Date 15:44:40 03/25/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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

0.199 0.199

2.9842.984

0.590.59

1.1491.149

1.1491.149

3.3023.302

T11 95.000-90.000

7.16 1657.06 A B C D

0.199 0.199 0.199 0.199

2.9852.9852.9852.985

0.590.590.590.59

1.1491.1491.1491.149

1.1491.1491.1491.149

3.3023.3023.3023.302

1365.77 273.15 D

T12 90.000-85.000

7.16 1959.57 A B C D

0.197 0.197 0.197 0.197

2.9912.9912.9912.991

0.590.590.590.59

1.1481.1481.1481.148

1.1481.1481.1481.148

3.6853.6853.6853.685

1503.12 300.62 D

T13 85.000-80.000

7.16 1836.59 A B C D

0.16 0.16 0.16 0.16

3.1583.1583.1583.158

0.5830.5830.5830.583

1.121.121.121.12

1.121.121.121.12

3.5743.5743.5743.574

1513.62 302.72 D

T14 80.000-75.000

7.16 1910.99 A B C D

0.143 0.143 0.143 0.143

3.2373.2373.2373.237

0.580.580.580.58

1.1071.1071.1071.107

1.1071.1071.1071.107

3.7443.7443.7443.744

1596.59 319.32 D

T15 75.000-67.500

7.16 2863.29 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

5.2685.2685.2685.268

2287.29 304.97 D

T16 67.500-60.000

7.16 2924.34 A B C D

0.103 0.103 0.103 0.103

3.4333.4333.4333.433

0.5750.5750.5750.575

1.0771.0771.0771.077

1.0771.0771.0771.077

5.6255.6255.6255.625

2405.91 320.79 D

T17 60.000-50.000

7.16 5072.57 A B C D

0.096 0.096 0.096 0.096

3.4713.4713.4713.471

0.5750.5750.5750.575

1.0721.0721.0721.072

1.0721.0721.0721.072

8.2408.2408.2408.240

3416.54 341.65 D

T18 50.000-40.000

7.16 5341.32 A B C D

0.086 0.086 0.086 0.086

3.5213.5213.5213.521

0.5740.5740.5740.574

1.0651.0651.0651.065

1.0651.0651.0651.065

8.7198.7198.7198.719

3462.38 346.24 D

T19 40.000-30.000

7.16 5719.76 A B C D

0.081 0.081 0.081 0.081

3.553.553.553.55

0.5730.5730.5730.573

1.0611.0611.0611.061

1.0611.0611.0611.061

9.3819.3819.3819.381

3495.71 349.57 D

T20 30.000-20.000

7.16 6115.70 A B C D

0.076 0.076 0.076 0.076

3.5763.5763.5763.576

0.5730.5730.5730.573

1.0571.0571.0571.057

1.0571.0571.0571.057

9.9369.9369.9369.936

3388.46 338.85 D

T21 20.000-10.000

7.16 8214.37 A B C D

0.1 0.096 0.096 0.092

3.4483.4683.4683.488

0.5750.5750.5750.574

1.0751.0721.0721.069

1.0751.0721.0721.069

14.99914.36914.36913.744

4261.58 426.16 A

T22 10.000-0.000

7.16 9484.53 A B C D

0.099 0.095 0.095 0.091

3.4553.4753.4753.495

0.5750.5750.5750.574

1.0741.0711.0711.068

1.0741.0711.0711.068

16.35115.65615.65614.965

4152.50 415.25 A

Sum Weight: 140.55 62587.44 OTM 2793075 kg-m

44112.25

Tower Forces - Service - Wind Normal To Face

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ACTUAL

Page 19 of 71

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M

Date 15:44:40 03/25/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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 150.000-144.000

3.62 498.90 A B C D

0.209 0.209 0.209 0.209

2.9422.9422.9422.942

0.5920.5920.5920.592

1111

1111

1.6761.6761.6761.676

194.94 32.49 D

T2 144.000-138.000

3.62 475.37 A B C D

0.201 0.201 0.201 0.201

2.9752.9752.9752.975

0.5910.5910.5910.591

1111

1111

1.6131.6131.6131.613

187.51 31.25 D

T3 138.000-132.000

4.46 615.13 A B C D

0.218 0.218 0.218 0.218

2.9052.9052.9052.905

0.5940.5940.5940.594

1111

1111

1.7581.7581.7581.758

197.07 32.85 D

T4 132.000-126.000

5.37 682.90 A B C D

0.239 0.239 0.239 0.239

2.8192.8192.8192.819

0.5990.5990.5990.599

1111

1111

1.9281.9281.9281.928

207.03 34.51 D

T5 126.000-120.000

5.37 932.04 A B C D

0.271 0.271 0.271 0.271

2.6932.6932.6932.693

0.6080.6080.6080.608

1111

1111

2.2152.2152.2152.215

224.18 37.36 D

T6 120.000-115.000

5.37 993.51 A B C D

0.214 0.214 0.214 0.214

2.9212.9212.9212.921

0.5930.5930.5930.593

1111

1111

2.2562.2562.2562.256

244.50 48.90 D

T7 115.000-110.000

6.26 1017.09 A B C D

0.167 0.167 0.167 0.167

3.1263.1263.1263.126

0.5840.5840.5840.584

1111

1111

2.3892.3892.3892.389

273.63 54.73 D

T8 110.000-105.000

6.26 1219.59 A B C D

0.19 0.19 0.19 0.19

3.0243.0243.0243.024

0.5880.5880.5880.588

1111

1111

2.7392.7392.7392.739

299.57 59.91 D

T9 105.000-100.000

7.16 1447.97 A B C D

0.199 0.199 0.199 0.199

2.9842.9842.9842.984

0.590.590.590.59

1111

1111

2.8732.8732.8732.873

305.91 61.18 D

T10 100.000-95.000

7.16 1464.32 A B C D

0.199 0.199 0.199 0.199

2.9842.9842.9842.984

0.590.590.590.59

1111

1111

2.8732.8732.8732.873

301.57 60.31 D

T11 95.000-90.000

7.16 1657.06 A B C D

0.199 0.199 0.199 0.199

2.9852.9852.9852.985

0.590.590.590.59

1111

1111

2.8732.8732.8732.873

297.13 59.43 D

T12 90.000-85.000

7.16 1959.57 A B C D

0.197 0.197 0.197 0.197

2.9912.9912.9912.991

0.590.590.590.59

1111

1111

3.2093.2093.2093.209

327.30 65.46 D

T13 85.000-80.000

7.16 1836.59 A B C D

0.16 0.16 0.16 0.16

3.1583.1583.1583.158

0.5830.5830.5830.583

1111

1111

3.1913.1913.1913.191

337.82 67.56 D

T14 80.000-75.000

7.16 1910.99 A B C D

0.143 0.143 0.143 0.143

3.2373.2373.2373.237

0.580.580.580.58

1111

1111

3.3813.3813.3813.381

360.41 72.08 D

T15 75.000-67.500

7.16 2863.29 A B C D

0.115 0.115 0.115 0.115

3.3763.3763.3763.376

0.5770.5770.5770.577

1111

1111

4.8514.8514.8514.851

526.50 70.20 D

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RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL ESTACION: AZALEA ESTADO

ACTUAL

Page 20 of 71

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M

Date 15:44:40 03/25/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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

T16 67.500-60.000

7.16 2924.34 A B C D

0.103 0.103 0.103 0.103

3.4333.4333.4333.433

0.5750.5750.5750.575

1111

1111

5.2205.2205.2205.220

558.22 74.43 D

T17 60.000-50.000

7.16 5072.57 A B C D

0.096 0.096 0.096 0.096

3.4713.4713.4713.471

0.5750.5750.5750.575

1111

1111

7.6877.6877.6877.687

796.87 79.69 D

T18 50.000-40.000

7.16 5341.32 A B C D

0.086 0.086 0.086 0.086

3.5213.5213.5213.521

0.5740.5740.5740.574

1111

1111

8.1898.1898.1898.189

812.98 81.30 D

T19 40.000-30.000

7.16 5719.76 A B C D

0.081 0.081 0.081 0.081

3.553.553.553.55

0.5730.5730.5730.573

1111

1111

8.8458.8458.8458.845

824.04 82.40 D

T20 30.000-20.000

7.16 6115.70 A B C D

0.076 0.076 0.076 0.076

3.5763.5763.5763.576

0.5730.5730.5730.573

1111

1111

9.4029.4029.4029.402

801.62 80.16 D

T21 20.000-10.000

7.16 8214.37 A B C D

0.1 0.096 0.096 0.092

3.4483.4683.4683.488

0.5750.5750.5750.574

1111

1111

13.94813.40013.40012.852

990.80 99.08 A

T22 10.000-0.000

7.16 9484.53 A B C D

0.099 0.095 0.095 0.091

3.4553.4753.4753.495

0.5750.5750.5750.574

1111

1111

15.22014.61314.61314.007

966.32 96.63 A

Sum Weight: 140.55 62587.44 OTM 622467 kg-m

10035.92

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 150.000-144.000

3.62 498.90 A B C D

0.209 0.209 0.209 0.209

2.9422.9422.9422.942

0.5920.5920.5920.592

1.1571.1571.1571.157

1.1571.1571.1571.157

1.9381.9381.9381.938

225.49 37.58 D

T2 144.000-138.000

3.62 475.37 A B C D

0.201 0.201 0.201 0.201

2.9752.9752.9752.975

0.5910.5910.5910.591

1.1511.1511.1511.151

1.1511.1511.1511.151

1.8561.8561.8561.856

215.80 35.97 D

T3 138.000-132.000

4.46 615.13 A B C D

0.218 0.218 0.218 0.218

2.9052.9052.9052.905

0.5940.5940.5940.594

1.1631.1631.1631.163

1.1631.1631.1631.163

2.0452.0452.0452.045

229.27 38.21 D

T4 132.000-126.000

5.37 682.90 A B C D

0.239 0.239 0.239 0.239

2.8192.8192.8192.819

0.5990.5990.5990.599

1.1791.1791.1791.179

1.1791.1791.1791.179

2.2732.2732.2732.273

244.12 40.69 D

T5 126.000-120.000

5.37 932.04 A B C

0.271 0.271 0.271

2.6932.6932.693

0.6080.6080.608

1.21.21.2

1.21.21.2

2.6582.6582.658

269.02 44.84 D

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RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL ESTACION: AZALEA ESTADO

ACTUAL

Page 21 of 71

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M

Date 15:44:40 03/25/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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

D 0.271 2.693 0.608 1.2 1.2 2.658T6 120.000-

115.000 5.37 993.51 A

B C D

0.214 0.214 0.214 0.214

2.9212.9212.9212.921

0.5930.5930.5930.593

1.161.161.161.16

1.161.161.161.16

2.6182.6182.6182.618

283.71 56.74 D

T7 115.000-110.000

6.26 1017.09 A B C D

0.167 0.167 0.167 0.167

3.1263.1263.1263.126

0.5840.5840.5840.584

1.1251.1251.1251.125

1.1251.1251.1251.125

2.6892.6892.6892.689

307.92 61.58 D

T8 110.000-105.000

6.26 1219.59 A B C D

0.19 0.19 0.19 0.19

3.0243.0243.0243.024

0.5880.5880.5880.588

1.1421.1421.1421.142

1.1421.1421.1421.142

3.1293.1293.1293.129

342.23 68.45 D

T9 105.000-100.000

7.16 1447.97 A B C D

0.199 0.199 0.199 0.199

2.9842.9842.9842.984

0.590.590.590.59

1.1491.1491.1491.149

1.1491.1491.1491.149

3.3023.3023.3023.302

351.56 70.31 D

T10 100.000-95.000

7.16 1464.32 A B C D

0.199 0.199 0.199 0.199

2.9842.9842.9842.984

0.590.590.590.59

1.1491.1491.1491.149

1.1491.1491.1491.149

3.3023.3023.3023.302

346.58 69.32 D

T11 95.000-90.000

7.16 1657.06 A B C D

0.199 0.199 0.199 0.199

2.9852.9852.9852.985

0.590.590.590.59

1.1491.1491.1491.149

1.1491.1491.1491.149

3.3023.3023.3023.302

341.44 68.29 D

T12 90.000-85.000

7.16 1959.57 A B C D

0.197 0.197 0.197 0.197

2.9912.9912.9912.991

0.590.590.590.59

1.1481.1481.1481.148

1.1481.1481.1481.148

3.6853.6853.6853.685

375.78 75.16 D

T13 85.000-80.000

7.16 1836.59 A B C D

0.16 0.16 0.16 0.16

3.1583.1583.1583.158

0.5830.5830.5830.583

1.121.121.121.12

1.121.121.121.12

3.5743.5743.5743.574

378.40 75.68 D

T14 80.000-75.000

7.16 1910.99 A B C D

0.143 0.143 0.143 0.143

3.2373.2373.2373.237

0.580.580.580.58

1.1071.1071.1071.107

1.1071.1071.1071.107

3.7443.7443.7443.744

399.15 79.83 D

T15 75.000-67.500

7.16 2863.29 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

5.2685.2685.2685.268

571.82 76.24 D

T16 67.500-60.000

7.16 2924.34 A B C D

0.103 0.103 0.103 0.103

3.4333.4333.4333.433

0.5750.5750.5750.575

1.0771.0771.0771.077

1.0771.0771.0771.077

5.6255.6255.6255.625

601.48 80.20 D

T17 60.000-50.000

7.16 5072.57 A B C D

0.096 0.096 0.096 0.096

3.4713.4713.4713.471

0.5750.5750.5750.575

1.0721.0721.0721.072

1.0721.0721.0721.072

8.2408.2408.2408.240

854.13 85.41 D

T18 50.000-40.000

7.16 5341.32 A B C D

0.086 0.086 0.086 0.086

3.5213.5213.5213.521

0.5740.5740.5740.574

1.0651.0651.0651.065

1.0651.0651.0651.065

8.7198.7198.7198.719

865.59 86.56 D

T19 40.000-30.000

7.16 5719.76 A B C D

0.081 0.081 0.081 0.081

3.553.553.553.55

0.5730.5730.5730.573

1.0611.0611.0611.061

1.0611.0611.0611.061

9.3819.3819.3819.381

873.93 87.39 D

T20 30.000-20.000

7.16 6115.70 A B C

0.076 0.076 0.076

3.5763.5763.576

0.5730.5730.573

1.0571.0571.057

1.0571.0571.057

9.9369.9369.936

847.11 84.71 D

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RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL ESTACION: AZALEA ESTADO

ACTUAL

Page 22 of 71

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M

Date 15:44:40 03/25/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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

D 0.076 3.576 0.573 1.057 1.057 9.936T21 20.000-

10.000 7.16 8214.37 A

B C D

0.1 0.096 0.096 0.092

3.4483.4683.4683.488

0.5750.5750.5750.574

1.0751.0721.0721.069

1.0751.0721.0721.069

14.99914.36914.36913.744

1065.40 106.54 A

T22 10.000-0.000

7.16 9484.53 A B C D

0.099 0.095 0.095 0.091

3.4553.4753.4753.495

0.5750.5750.5750.574

1.0741.0711.0711.068

1.0741.0711.0711.068

16.35115.65615.65614.965

1038.13 103.81 A

Sum Weight: 140.55 62587.44 OTM 698269 kg-m

11028.06

Discrete Appurtenance Vectors - No Ice

ANT BIPOLAR BAD III RYMSA AT13-24 - Elevation 147.100-150.000 - From Face C Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 5.16 0.00 -5.16 -766 -44 3

45 3.65 3.65 3.65 -3.65 -542 -586 290 5.16 0.00 5.16 0.00 0 -811 0

ANT BIPOLAR BAD III RYMSA AT13-24 - Elevation 147.100-150.000 - From Face C Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 5.16 0.00 -5.16 -766 -44 3

45 3.65 3.65 3.65 -3.65 -542 -586 290 5.16 0.00 5.16 0.00 0 -811 0

ANT BIPOLAR BAD III RYMSA AT13-24 - Elevation 146.800-149.700 - From Face C Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 5.16 0.00 -5.16 -764 -44 3

45 3.65 3.65 3.65 -3.65 -540 -585 290 5.16 0.00 5.16 0.00 0 -809 0

ANT BIPOLAR BAD III RYMSA AT13-24 - Elevation 146.800-149.700 - From Face D Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 5.16 0.00 0.00 -5.16 -720 0 0

45 3.65 3.65 3.65 -3.65 -496 -540 290 0.00 5.16 5.16 0.00 44 -764 3

ANT BIPOLAR BAD III RYMSA AT13-24 - Elevation 143.600-146.500 - From Face C

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RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL ESTACION: AZALEA ESTADO

ACTUAL

Page 23 of 71

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M

Date 15:44:40 03/25/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

Designed by Ing. Jaime Gutierrez C.

Wind Azimuth

°

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 5.12 0.00 -5.12 -743 -44 3

45 3.62 3.62 3.62 -3.62 -526 -570 290 5.12 0.00 5.12 0.00 0 -787 0

ANT BIPOLAR BAD III RYMSA AT13-24 - Elevation 143.600-146.500 - From Face D Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 5.12 0.00 0.00 -5.12 -699 0 0

45 3.62 3.62 3.62 -3.62 -481 -526 290 0.00 5.12 5.12 0.00 44 -743 3

ANT BIPOLAR BAD III RYMSA AT13-24 - Elevation 140.400-143.300 - From Face C Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 5.09 0.00 -5.09 -722 -44 3

45 3.60 3.60 3.60 -3.60 -511 -555 290 5.09 0.00 5.09 0.00 0 -766 0

ANT BIPOLAR BAD III RYMSA AT13-24 - Elevation 140.400-143.300 - From Face D Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 5.09 0.00 0.00 -5.09 -678 0 0

45 3.60 3.60 3.60 -3.60 -466 -511 290 0.00 5.09 5.09 0.00 44 -722 3

ANT BIPOLAR BAD III RYMSA AT13-24 - Elevation 137.200-140.100 - From Face C Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 5.06 0.00 -5.06 -701 -44 3

45 3.58 3.58 3.58 -3.58 -496 -540 290 5.06 0.00 5.06 0.00 0 -746 0

ANT BIPOLAR BAD III RYMSA AT13-24 - Elevation 134.000-136.900 - From Face C Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 5.02 0.00 -5.02 -681 -44 3

45 3.55 3.55 3.55 -3.55 -481 -525 290 5.02 0.00 5.02 0.00 0 -725 0

ANT BIPOLAR BAD III RYMSA AT13-24 - Elevation 130.800-133.700 - From Face C Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 4.99 0.00 -4.99 -660 -44 3

45 3.53 3.53 3.53 -3.53 -467 -511 2

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RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL ESTACION: AZALEA ESTADO

ACTUAL

Page 24 of 71

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M

Date 15:44:40 03/25/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

Designed by Ing. Jaime Gutierrez C.

ANT BIPOLAR BAD III RYMSA AT13-24 - Elevation 130.800-133.700 - From Face C Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 90 4.99 0.00 4.99 0.00 0 -704 0

ANT BIPOLAR BAD III RYMSA AT13-24 - Elevation 127.600-130.500 - From Face C Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 4.96 0.00 -4.96 -640 -44 3

45 3.50 3.50 3.50 -3.50 -452 -496 290 4.96 0.00 4.96 0.00 0 -684 0

PANEL FM KATHREIN - Elevation 112.100-115.000 - From Face C Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 4.78 0.00 -4.78 -543 -35 7

45 3.38 3.38 3.38 -3.38 -384 -419 590 4.78 0.00 4.78 0.00 0 -578 0

PANEL FM KATHREIN - Elevation 108.900-111.800 - From Face C Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 4.74 0.00 -4.74 -523 -35 7

45 3.35 3.35 3.35 -3.35 -370 -405 590 4.74 0.00 4.74 0.00 0 -558 0

PANEL FM KATHREIN - Elevation 105.700-108.600 - From Face C Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 4.70 0.00 -4.70 -504 -35 7

45 3.32 3.32 3.32 -3.32 -356 -391 590 4.70 0.00 4.70 0.00 0 -539 0

Discrete Appurtenance Totals - No Ice

Wind Azimuth

°

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 -75.30 -10110 -503 50

45 53.25 -53.25 -7110 -7745 4290 75.30 0.00 133 -10746 10

Discrete Appurtenance Vectors - Service

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Page 25 of 71

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M

Date 15:44:40 03/25/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

Designed by Ing. Jaime Gutierrez C.

ANT BIPOLAR BAD III RYMSA AT13-24 - Elevation 147.100-150.000 - From Face C

Wind Azimuth

°

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 1.29 0.00 -1.29 -192 -44 1

45 0.91 0.91 0.91 -0.91 -135 -180 190 1.29 0.00 1.29 0.00 0 -236 0

ANT BIPOLAR BAD III RYMSA AT13-24 - Elevation 147.100-150.000 - From Face C Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 1.29 0.00 -1.29 -192 -44 1

45 0.91 0.91 0.91 -0.91 -135 -180 190 1.29 0.00 1.29 0.00 0 -236 0

ANT BIPOLAR BAD III RYMSA AT13-24 - Elevation 146.800-149.700 - From Face C Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 1.29 0.00 -1.29 -191 -44 1

45 0.91 0.91 0.91 -0.91 -135 -179 190 1.29 0.00 1.29 0.00 0 -235 0

ANT BIPOLAR BAD III RYMSA AT13-24 - Elevation 146.800-149.700 - From Face D Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 1.29 0.00 0.00 -1.29 -147 0 0

45 0.91 0.91 0.91 -0.91 -91 -135 190 0.00 1.29 1.29 0.00 44 -191 1

ANT BIPOLAR BAD III RYMSA AT13-24 - Elevation 143.600-146.500 - From Face C Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 1.28 0.00 -1.28 -186 -44 1

45 0.91 0.91 0.91 -0.91 -131 -176 190 1.28 0.00 1.28 0.00 0 -230 0

ANT BIPOLAR BAD III RYMSA AT13-24 - Elevation 143.600-146.500 - From Face D Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 1.28 0.00 0.00 -1.28 -142 0 0

45 0.91 0.91 0.91 -0.91 -87 -131 190 0.00 1.28 1.28 0.00 44 -186 1

ANT BIPOLAR BAD III RYMSA AT13-24 - Elevation 140.400-143.300 - From Face C Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m

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Page 26 of 71

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M

Date 15:44:40 03/25/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

Designed by Ing. Jaime Gutierrez C.

ANT BIPOLAR BAD III RYMSA AT13-24 - Elevation 140.400-143.300 - From Face C Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 1.27 0.00 -1.27 -181 -44 1

45 0.90 0.90 0.90 -0.90 -128 -172 190 1.27 0.00 1.27 0.00 0 -225 0

ANT BIPOLAR BAD III RYMSA AT13-24 - Elevation 140.400-143.300 - From Face D Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 1.27 0.00 0.00 -1.27 -136 0 0

45 0.90 0.90 0.90 -0.90 -83 -128 190 0.00 1.27 1.27 0.00 44 -181 1

ANT BIPOLAR BAD III RYMSA AT13-24 - Elevation 137.200-140.100 - From Face C Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 1.26 0.00 -1.26 -175 -44 1

45 0.89 0.89 0.89 -0.89 -124 -168 190 1.26 0.00 1.26 0.00 0 -220 0

ANT BIPOLAR BAD III RYMSA AT13-24 - Elevation 134.000-136.900 - From Face C Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 1.26 0.00 -1.26 -170 -44 1

45 0.89 0.89 0.89 -0.89 -120 -165 190 1.26 0.00 1.26 0.00 0 -214 0

ANT BIPOLAR BAD III RYMSA AT13-24 - Elevation 130.800-133.700 - From Face C Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 1.25 0.00 -1.25 -165 -44 1

45 0.88 0.88 0.88 -0.88 -117 -161 190 1.25 0.00 1.25 0.00 0 -209 0

ANT BIPOLAR BAD III RYMSA AT13-24 - Elevation 127.600-130.500 - From Face C Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 1.24 0.00 -1.24 -160 -44 1

45 0.88 0.88 0.88 -0.88 -113 -157 190 1.24 0.00 1.24 0.00 0 -204 0

PANEL FM KATHREIN - Elevation 112.100-115.000 - From Face C Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 1.19 0.00 -1.19 -136 -35 2

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Page 27 of 71

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M

Date 15:44:40 03/25/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

Designed by Ing. Jaime Gutierrez C.

PANEL FM KATHREIN - Elevation 112.100-115.000 - From Face C Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 45 0.84 0.84 0.84 -0.84 -96 -131 190 1.19 0.00 1.19 0.00 0 -171 0

PANEL FM KATHREIN - Elevation 108.900-111.800 - From Face C Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 1.18 0.00 -1.18 -131 -35 2

45 0.84 0.84 0.84 -0.84 -92 -127 190 1.18 0.00 1.18 0.00 0 -166 0

PANEL FM KATHREIN - Elevation 105.700-108.600 - From Face C Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 1.17 0.00 -1.17 -126 -35 2

45 0.83 0.83 0.83 -0.83 -89 -124 190 1.17 0.00 1.17 0.00 0 -161 0

Discrete Appurtenance Totals - Service

Wind Azimuth

°

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 -18.83 -2428 -503 12

45 13.31 -13.31 -1678 -2313 1190 18.83 0.00 133 -3063 2

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 30352.55 Bracing Weight 32094.34 Total Member Self-Weight 62446.90 133 -503 Gusset Weight 140.55 Total Weight 63478.44 133 -503 Wind 0 deg - No Ice 0.00 -40218.98 -2499977 -503 50Wind 45 deg - No Ice 31245.32 -31245.32 -1982113 -1982748 42Wind 90 deg - No Ice 40218.98 0.00 133 -2500612 10Total Weight 63478.44 133 -503 Wind 0 deg - Service 0.00 -10054.75 -624895 -503 12Wind 45 deg - Service 7811.33 -7811.33 -495429 -496064 11Wind 90 deg - Service 10054.75 0.00 133 -625530 2

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Page 28 of 71

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M

Date 15:44:40 03/25/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

Designed by Ing. Jaime Gutierrez C.

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 0 deg - Service 6 Dead+Wind 45 deg - Service 7 Dead+Wind 90 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 150 - 144 Leg Max Tension 3 971.42 0 1

Max. Compression 3 -1341.02 1 1 Max. Mx 3 -97.08 4 -4 Max. My 3 -291.46 -4 5 Max. Vy 2 10.93 -2 0 Max. Vx 3 -11.88 -4 5 Diagonal Max Tension 2 338.88 0 0 Max. Compression 2 -348.31 0 0 Max. Mx 4 185.46 0 0 Max. My 3 27.50 0 0 Max. Vy 4 1.54 0 0 Max. Vx 3 0.09 0 0 Horizontal Max Tension 2 20.98 0 0 Max. Compression 2 -20.45 0 0 Max. Mx 4 -6.71 0 0 Max. My 3 -17.12 0 0 Max. Vy 4 1.16 0 0 Max. Vx 3 -0.65 0 0 Top Girt Max Tension 4 7.39 0 0 Max. Compression 4 -9.77 0 0 Max. Mx 1 -2.96 -1 0 Max. My 3 -6.55 0 0 Max. Vy 1 2.94 0 0 Max. Vx 3 -0.00 0 0

T2 144 - 138 Leg Max Tension 3 4752.22 -3 -3 Max. Compression 3 -5493.57 6 6 Max. Mx 3 -217.77 13 -12 Max. My 3 -508.93 -12 14 Max. Vy 3 -23.62 13 -12 Max. Vx 3 -24.60 -12 14 Diagonal Max Tension 2 698.67 0 0 Max. Compression 2 -712.88 0 0 Max. Mx 4 437.35 0 0 Max. My 3 332.92 0 0 Max. Vy 4 1.54 0 0 Max. Vx 3 0.08 0 0 Horizontal Max Tension 3 34.22 0 -1 Max. Compression 3 -37.86 0 1 Max. Mx 4 -20.51 0 0 Max. My 3 -36.75 0 1

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Page 29 of 71

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M

Date 15:44:40 03/25/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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 -1.38 0 0 Max. Vx 3 -1.19 0 0

T3 138 - 132 Leg Max Tension 3 11726.71 -13 -12 Max. Compression 3 -12690.19 16 15 Max. Mx 3 -340.66 31 -28 Max. My 3 -673.98 -28 31 Max. Vy 3 50.22 31 -28 Max. Vx 3 51.47 -28 31 Diagonal Max Tension 2 1071.31 0 0 Max. Compression 2 -1089.04 0 0 Max. Mx 4 797.65 0 0 Max. My 3 634.94 0 0 Max. Vy 4 1.53 0 0 Max. Vx 3 0.06 0 0 Horizontal Max Tension 4 93.41 0 0 Max. Compression 3 -97.15 0 1 Max. Mx 4 -70.63 0 0 Max. My 3 -95.14 0 1 Max. Vy 4 -1.32 0 0 Max. Vx 3 -1.80 0 0

T4 132 - 126 Leg Max Tension 3 22122.44 -25 -24 Max. Compression 3 -22943.30 46 44 Max. Mx 3 -886.96 92 -86 Max. My 3 -1286.15 -86 93 Max. Vy 3 -129.56 92 -86 Max. Vx 3 -131.02 -86 93 Diagonal Max Tension 2 1450.87 0 0 Max. Compression 2 -1453.59 0 0 Max. Mx 4 1177.39 -1 0 Max. My 2 -96.26 0 0 Max. Vy 4 1.93 0 0 Max. Vx 2 -0.06 0 0 Horizontal Max Tension 4 195.08 0 0 Max. Compression 4 -214.17 0 0 Max. Mx 4 195.08 0 0 Max. My 3 -207.37 0 2 Max. Vy 4 1.41 0 0 Max. Vx 3 -3.02 0 0

T5 126 - 120 Leg Max Tension 3 35616.67 -93 -90 Max. Compression 3 -35203.37 -72 -72 Max. Mx 3 -1529.14 231 -212 Max. My 3 -1928.44 -211 232 Max. Vy 3 -290.58 231 -212 Max. Vx 3 -292.90 -211 232 Diagonal Max Tension 3 2762.79 0 0 Max. Compression 3 -2326.56 0 0 Max. Mx 4 1554.23 -1 0 Max. My 3 -2113.71 0 0 Max. Vy 4 1.92 0 0 Max. Vx 3 -0.06 0 0 Horizontal Max Tension 4 373.54 0 0 Max. Compression 3 -428.65 -1 2 Max. Mx 4 305.89 2 1 Max. My 3 -385.70 1 3 Max. Vy 4 4.22 2 1 Max. Vx 3 4.88 0 0

T6 120 - 115 Leg Max Tension 3 31563.31 -61 -61 Max. Compression 3 -31171.48 60 59 Max. Mx 3 -1920.15 124 -109 Max. My 3 -2155.82 -109 125 Max. Vy 3 144.82 124 -109

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Page 30 of 71

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M

Date 15:44:40 03/25/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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 3 145.83 -109 125 Diagonal Max Tension 3 5295.06 0 0 Max. Compression 3 -4751.62 17 0 Max. Mx 3 -1134.50 23 1 Max. My 3 -2232.71 14 1 Max. Vy 3 -29.92 23 1 Max. Vx 3 1.54 0 0 Horizontal Max Tension 3 258.95 2 -1 Max. Compression 3 -357.81 3 11 Max. Mx 4 -158.51 3 2 Max. My 3 -139.49 0 14 Max. Vy 4 -4.98 3 2 Max. Vx 3 15.11 -2 -13 Top Girt Max Tension 4 2029.51 0 0 Max. Compression 4 -2360.72 0 0 Max. Mx 2 2010.93 -1 0 Max. My 3 1749.92 0 0 Max. Vy 2 2.91 0 0 Max. Vx 3 -0.44 0 0 Redund Diag 1

Bracing Max Tension 3 459.24 0 0

Max. Compression 3 -459.24 0 0 Max. Mx 2 8.28 0 0 Max. My 3 23.64 0 0 Max. Vy 2 0.52 0 0 Max. Vx 3 -0.11 0 0

T7 115 - 110 Leg Max Tension 3 27084.58 -57 -57 Max. Compression 3 -27916.98 164 163 Max. Mx 4 -18032.33 216 -6 Max. My 4 -18056.61 -5 216 Max. Vy 4 -241.06 -85 -23 Max. Vx 4 -240.96 -23 -85 Diagonal Max Tension 3 3485.83 9 16 Max. Compression 3 -3404.83 0 0 Max. Mx 3 1498.19 14 -24 Max. My 3 -2930.55 0 -29 Max. Vy 3 12.33 14 -24 Max. Vx 3 -20.29 0 0 Horizontal Max Tension 3 114.11 -1 6 Max. Compression 3 -143.99 2 -2 Max. Mx 4 -99.47 3 -4 Max. My 3 -9.39 0 6 Max. Vy 4 5.11 3 -4 Max. Vx 3 -4.34 -1 6 Top Girt Max Tension 4 2033.10 0 0 Max. Compression 4 -1714.75 0 0 Max. Mx 1 181.89 -4 0 Max. My 3 -1394.52 0 0 Max. Vy 1 6.34 0 0 Max. Vx 3 -0.00 0 0 Redund Horz 1

Bracing Max Tension 3 418.75 0 0

Max. Compression 3 -418.75 0 0 Max. Mx 1 19.69 0 0 Max. My 3 236.70 0 0 Max. Vy 1 0.80 0 0 Max. Vx 3 0.00 0 0 Redund Diag 1

Bracing Max Tension 3 428.52 0 0

Max. Compression 3 -428.52 0 0 Max. Mx 4 205.63 0 0

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Page 31 of 71

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M

Date 15:44:40 03/25/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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 4 328.99 0 0 Max. Vy 4 0.82 0 0 Max. Vx 4 -0.02 0 0 Redund Hip 1

Bracing Max Tension 3 55.21 0 0

Max. Compression 3 -40.41 0 0 Max. Mx 1 0.30 0 0 Max. My 3 -40.41 0 0 Max. Vy 1 1.13 0 0 Max. Vx 3 0.00 0 0

T8 110 - 105 Leg Max Tension 3 37601.56 -145 -143 Max. Compression 3 -38961.03 265 265 Max. Mx 4 -25125.44 303 35 Max. My 4 -25122.44 35 303 Max. Vy 4 -387.21 -181 -34 Max. Vx 4 -387.23 -34 -181 Diagonal Max Tension 2 3747.96 3 -1 Max. Compression 4 -3728.50 0 0 Max. Mx 3 3322.34 13 -19 Max. My 3 2786.59 13 -19 Max. Vy 3 -11.95 13 18 Max. Vx 3 13.16 13 -19 Horizontal Max Tension 4 180.88 2 4 Max. Compression 3 -247.53 0 -4 Max. Mx 4 180.88 2 4 Max. My 3 114.60 2 5 Max. Vy 4 4.75 2 4 Max. Vx 3 -3.43 2 5 Redund Horz 1

Bracing Max Tension 3 584.42 0 0

Max. Compression 3 -584.42 0 0 Max. Mx 1 26.56 0 0 Max. My 3 344.38 0 0 Max. Vy 1 0.80 0 0 Max. Vx 3 0.00 0 0 Redund Diag 1

Bracing Max Tension 3 598.05 0 0

Max. Compression 3 -598.05 0 0 Max. Mx 4 357.93 0 0 Max. My 4 385.67 0 0 Max. Vy 4 0.82 0 0 Max. Vx 4 0.02 0 0 Redund Hip 1

Bracing Max Tension 3 49.79 0 0

Max. Compression 3 -24.75 0 0 Max. Mx 1 0.29 0 0 Max. My 3 -22.73 0 0 Max. Vy 1 1.13 0 0 Max. Vx 3 0.00 0 0

T9 105 - 100 Leg Max Tension 3 46294.63 -59 -59 Max. Compression 3 -47397.68 338 337 Max. Mx 3 -47397.68 338 337 Max. My 3 -47397.68 338 337 Max. Vy 3 -431.58 -181 -181 Max. Vx 3 -431.14 -181 -181 Diagonal Max Tension 3 4913.46 10 15 Max. Compression 3 -4925.83 0 0 Max. Mx 3 2406.04 19 -19 Max. My 3 -4099.28 -3 -20 Max. Vy 3 -16.70 19 19 Max. Vx 3 -14.14 0 0

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ACTUAL

Page 32 of 71

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M

Date 15:44:40 03/25/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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 Horizontal Max Tension 3 225.20 1 4 Max. Compression 3 -306.49 1 -3 Max. Mx 4 -223.98 1 -2 Max. My 4 206.61 1 5 Max. Vy 4 2.71 1 -2 Max. Vx 4 -3.68 1 5 Redund Horz 1

Bracing Max Tension 3 710.97 0 0

Max. Compression 3 -710.97 0 0 Max. Mx 1 29.60 0 0 Max. My 3 316.78 0 0 Max. Vy 1 0.80 0 0 Max. Vx 3 0.00 0 0 Redund Diag 1

Bracing Max Tension 3 727.55 0 0

Max. Compression 3 -727.55 0 0 Max. Mx 4 467.26 0 0 Max. My 4 468.59 0 0 Max. Vy 4 0.82 0 0 Max. Vx 4 0.02 0 0 Redund Hip 1

Bracing Max Tension 3 42.51 0 0

Max. Compression 3 -30.02 0 0 Max. Mx 1 0.23 0 0 Max. My 3 -30.02 0 0 Max. Vy 1 1.13 0 0 Max. Vx 3 0.00 0 0

T10 100 - 95 Leg Max Tension 3 60327.18 -303 -301 Max. Compression 3 -62080.92 542 540 Max. Mx 4 -39879.40 693 -9 Max. My 4 -39835.10 -9 692 Max. Vy 4 -761.51 -259 -94 Max. Vx 4 -761.12 -93 -259 Diagonal Max Tension 2 4983.73 8 -2 Max. Compression 2 -4984.56 0 0 Max. Mx 3 3441.57 27 16 Max. My 3 3420.96 27 -16 Max. Vy 3 -22.20 27 16 Max. Vx 3 11.25 27 -16 Horizontal Max Tension 4 366.46 0 0 Max. Compression 3 -479.67 2 -5 Max. Mx 4 -424.78 3 -9 Max. My 4 -424.80 3 -9 Max. Vy 4 5.06 3 -9 Max. Vx 4 6.23 3 -9 Redund Horz 1

Bracing Max Tension 4 942.48 0 0

Max. Compression 3 -931.21 0 0 Max. Mx 1 43.63 0 0 Max. My 3 640.99 0 0 Max. Vy 1 0.80 0 0 Max. Vx 3 0.00 0 0 Redund Diag 1

Bracing Max Tension 3 970.11 0 0

Max. Compression 4 -971.00 0 0 Max. Mx 4 616.61 0 0 Max. My 4 899.84 0 0 Max. Vy 4 0.81 0 0 Max. Vx 4 -0.02 0 0 Redund Hip 1

Bracing Max Tension 3 38.04 0 0

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Page 33 of 71

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M

Date 15:44:40 03/25/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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 -15.25 0 0 Max. Mx 1 0.32 0 0 Max. My 3 -15.25 0 0 Max. Vy 1 1.13 0 0 Max. Vx 3 0.00 0 0

T11 95 - 90 Leg Max Tension 3 72552.62 -96 -96 Max. Compression 3 -74145.91 195 194 Max. Mx 4 -46736.19 693 -9 Max. My 4 -46676.48 -9 692 Max. Vy 3 769.81 -400 -399 Max. Vx 3 768.05 -400 -399 Diagonal Max Tension 3 6502.13 15 2 Max. Compression 3 -6122.77 0 0 Max. Mx 3 2011.50 26 11 Max. My 3 1997.13 26 -11 Max. Vy 3 -21.12 26 11 Max. Vx 3 7.69 26 -11 Horizontal Max Tension 4 247.05 4 13 Max. Compression 3 -390.23 -1 -5 Max. Mx 4 247.05 4 13 Max. My 4 246.87 4 13 Max. Vy 4 6.19 4 13 Max. Vx 4 -9.64 4 13 Redund Horz 1

Bracing Max Tension 3 1112.19 0 0

Max. Compression 3 -1191.86 0 0 Max. Mx 1 40.50 0 0 Max. My 4 715.29 0 0 Max. Vy 1 0.80 0 0 Max. Vx 4 0.00 0 0 Redund Diag 1

Bracing Max Tension 3 1252.14 0 0

Max. Compression 3 -1157.44 0 0 Max. Mx 4 731.98 0 0 Max. My 4 731.98 0 0 Max. Vy 4 1.19 0 0 Max. Vx 4 0.02 0 0 Redund Hip 1

Bracing Max Tension 3 23.29 0 0

Max. Compression 3 -12.70 0 0 Max. Mx 1 0.38 0 0 Max. My 3 -2.34 0 0 Max. Vy 1 1.13 0 0 Max. Vx 3 0.00 0 0

T12 90 - 85 Leg Max Tension 3 78222.18 -130 -130 Max. Compression 3 -81237.64 -285 -284 Max. Mx 4 -51613.06 766 -27 Max. My 4 -51588.02 -26 766 Max. Vy 3 -769.90 -367 -368 Max. Vx 3 -770.13 -367 -368 Diagonal Max Tension 3 3406.65 0 0 Max. Compression 3 -2415.79 21 -16 Max. Mx 3 -2389.41 21 16 Max. My 3 -1818.89 21 16 Max. Vy 3 -17.66 21 16 Max. Vx 3 11.65 0 0 Horizontal Max Tension 4 267.95 0 0 Max. Compression 3 -444.57 7 -1 Max. Mx 4 -320.17 9 -1 Max. My 2 -319.27 9 -1 Max. Vy 4 11.33 9 -1

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ACTUAL

Page 34 of 71

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M

Date 15:44:40 03/25/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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 1.03 9 -1 Top Girt Max Tension 4 2236.39 0 0 Max. Compression 4 -2711.93 0 0 Max. Mx 1 -125.06 -9 0 Max. My 1 -125.06 0 1 Max. Vy 1 12.73 0 0 Max. Vx 1 -0.93 0 0 Redund Horz 1

Bracing Max Tension 3 1221.82 0 0

Max. Compression 3 -1221.82 0 0 Max. Mx 1 47.93 0 0 Max. My 2 -814.47 0 0 Max. Vy 1 -0.90 0 0 Max. Vx 2 -0.07 0 0 Redund Diag 1

Bracing Max Tension 3 1183.22 0 0

Max. Compression 3 -1183.22 0 0 Max. Mx 4 418.24 -1 0 Max. My 4 393.31 0 0 Max. Vy 4 1.49 0 0 Max. Vx 4 -0.20 0 0 Redund Hip 1

Bracing Max Tension 3 25.14 0 0

Max. Compression 3 -35.52 0 0 Max. Mx 1 -1.25 0 0 Max. My 3 -0.32 0 0 Max. Vy 1 1.27 0 0 Max. Vx 3 -0.00 0 0 Inner Bracing Max Tension 3 157.95 0 0 Max. Compression 3 -367.57 0 0 Max. Mx 1 2.68 9 0 Max. My 4 5.42 0 0 Max. Vy 1 -8.96 0 0 Max. Vx 4 0.07 0 0

T13 85 - 80 Leg Max Tension 3 76206.29 -484 -483 Max. Compression 3 -82488.18 -280 -280 Max. Mx 4 -51866.60 766 -25 Max. My 4 -51854.72 -25 766 Max. Vy 4 774.41 766 -25 Max. Vx 4 774.09 -25 766 Diagonal Max Tension 3 1423.19 0 0 Max. Compression 3 -854.88 0 0 Max. Mx 3 -661.49 17 3 Max. My 3 25.16 17 6 Max. Vy 3 -15.21 17 3 Max. Vx 3 4.36 16 -6 Horizontal Max Tension 4 299.04 9 6 Max. Compression 3 -472.43 0 -4 Max. Mx 4 298.88 9 6 Max. My 4 -387.56 -1 -6 Max. Vy 4 11.97 9 6 Max. Vx 4 3.80 -1 -6 Redund Horz 1

Bracing Max Tension 3 1240.63 0 0

Max. Compression 3 -1240.63 0 0 Max. Mx 4 -389.54 0 0 Max. My 4 -819.87 0 0 Max. Vy 4 1.11 0 0 Max. Vx 4 -0.08 0 0 Redund Diag 1

Bracing Max Tension 3 1046.99 0 0

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ACTUAL

Page 35 of 71

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M

Date 15:44:40 03/25/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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 -1046.99 0 0 Max. Mx 4 266.68 -1 0 Max. My 2 694.99 0 0 Max. Vy 4 1.79 0 0 Max. Vx 2 0.21 0 0 Redund Hip 1

Bracing Max Tension 3 7.01 0 0

Max. Compression 3 -13.34 0 0 Max. Mx 1 -4.05 -1 0 Max. My 3 -4.31 0 0 Max. Vy 1 -1.57 0 0 Max. Vx 3 0.00 0 0

T14 80 - 75 Leg Max Tension 3 74687.77 -241 -241 Max. Compression 3 -82298.89 -250 -250 Max. Mx 4 -52130.35 463 43 Max. My 4 -52126.21 43 463 Max. Vy 3 -530.77 -250 -250 Max. Vx 3 -530.69 -250 -250 Diagonal Max Tension 3 912.01 0 0 Max. Compression 3 -1100.61 0 0 Max. Mx 3 -599.73 15 2 Max. My 2 67.71 9 3 Max. Vy 3 -13.95 15 2 Max. Vx 2 2.55 -5 -3 Horizontal Max Tension 4 171.61 0 0 Max. Compression 3 -377.44 7 -3 Max. Mx 4 -254.39 8 -3 Max. My 4 171.60 2 6 Max. Vy 4 12.04 8 -3 Max. Vx 4 3.02 0 0 Redund Horz 1

Bracing Max Tension 3 1237.79 0 0

Max. Compression 3 -1237.79 0 0 Max. Mx 1 63.71 0 0 Max. My 1 63.71 0 0 Max. Vy 1 1.31 0 0 Max. Vx 1 -0.10 0 0 Redund Diag 1

Bracing Max Tension 3 945.65 0 0

Max. Compression 3 -945.65 0 0 Max. Mx 4 306.81 -1 0 Max. My 4 266.90 0 0 Max. Vy 4 2.10 0 0 Max. Vx 4 -0.23 0 0 Redund Hip 1

Bracing Max Tension 3 1.65 0 0

Max. Compression 3 -8.28 0 0 Max. Mx 1 -4.21 -1 0 Max. My 3 -7.54 0 0 Max. Vy 1 -1.86 0 0 Max. Vx 3 -0.00 0 0

T15 75 - 67.5 Leg Max Tension 3 74882.37 -317 -316 Max. Compression 3 -85165.76 361 361 Max. Mx 4 -53524.18 463 44 Max. My 4 -53526.40 44 463 Max. Vy 3 389.74 -296 -295 Max. Vx 3 389.04 -296 -295 Diagonal Max Tension 3 1192.70 14 -5 Max. Compression 2 -1059.76 0 0 Max. Mx 3 404.78 17 4 Max. My 2 -716.88 -4 -6

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ACTUAL

Page 36 of 71

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M

Date 15:44:40 03/25/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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 3 -13.29 17 4 Max. Vx 2 3.26 -4 -6 Horizontal Max Tension 2 103.11 0 0 Max. Compression 3 -371.34 7 -3 Max. Mx 2 -236.73 7 -4 Max. My 4 103.06 7 6 Max. Vy 2 13.08 7 -4 Max. Vx 4 3.05 0 0 Redund Horz 1

Bracing Max Tension 3 1280.90 0 0

Max. Compression 3 -1280.90 0 0 Max. Mx 1 75.20 -1 0 Max. My 2 812.54 0 0 Max. Vy 1 2.31 0 0 Max. Vx 2 -0.17 0 0 Redund Diag 1

Bracing Max Tension 3 1117.16 0 0

Max. Compression 3 -1117.16 0 0 Max. Mx 4 236.76 -3 0 Max. My 4 385.76 0 0 Max. Vy 4 -4.55 0 0 Max. Vx 4 -0.55 0 0 Redund Hip 1

Bracing Max Tension 3 1.17 0 0

Max. Compression 3 -11.09 0 0 Max. Mx 1 -5.94 -2 0 Max. My 3 -7.35 0 0 Max. Vy 1 3.28 0 0 Max. Vx 3 0.00 0 0

T16 67.5 - 60 Leg Max Tension 3 76805.30 -273 -273 Max. Compression 3 -88322.52 273 273 Max. Mx 4 -55703.70 402 61 Max. My 4 -55711.10 61 402 Max. Vy 3 348.29 -258 -258 Max. Vx 3 348.15 -258 -258 Diagonal Max Tension 3 1502.97 13 -4 Max. Compression 2 -1662.36 0 0 Max. Mx 3 584.42 15 1 Max. My 3 -1365.32 4 -6 Max. Vy 3 -13.35 15 1 Max. Vx 3 3.19 4 -6 Horizontal Max Tension 2 60.64 11 6 Max. Compression 3 -333.40 10 -2 Max. Mx 4 60.55 11 6 Max. My 4 60.60 11 6 Max. Vy 4 15.88 11 6 Max. Vx 4 2.66 0 0 Redund Horz 1

Bracing Max Tension 3 1328.38 0 0

Max. Compression 3 -1328.38 0 0 Max. Mx 1 85.41 -1 0 Max. My 2 846.15 0 0 Max. Vy 1 2.54 0 0 Max. Vx 2 -0.19 0 0 Redund Diag 1

Bracing Max Tension 3 1039.63 0 0

Max. Compression 3 -1039.63 0 0 Max. Mx 4 192.15 -3 0 Max. My 2 275.19 0 0 Max. Vy 4 4.08 0 0 Max. Vx 2 -0.45 0 0

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RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL ESTACION: AZALEA ESTADO

ACTUAL

Page 37 of 71

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M

Date 15:44:40 03/25/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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 Redund Hip 1

Bracing Max Tension 1 0.00 0 0

Max. Compression 3 -9.21 0 0 Max. Mx 1 -7.18 -2 0 Max. My 3 -8.02 0 0 Max. Vy 1 3.93 0 0 Max. Vx 3 0.00 0 0

T17 60 - 50 Leg Max Tension 3 80455.02 -215 -215 Max. Compression 3 -94263.46 323 323 Max. Mx 4 -60641.08 415 10 Max. My 4 -60652.64 10 415 Max. Vy 4 -252.66 415 10 Max. Vx 4 -252.71 10 415 Diagonal Max Tension 2 2224.44 17 -8 Max. Compression 2 -2373.84 0 0 Max. Mx 3 1623.70 29 1 Max. My 2 -2148.45 -3 -12 Max. Vy 3 -20.60 29 1 Max. Vx 4 -5.45 -3 12 Horizontal Max Tension 2 64.09 18 4 Max. Compression 3 -348.21 19 -2 Max. Mx 2 -181.99 19 -5 Max. My 3 -72.46 16 7 Max. Vy 2 22.82 19 -5 Max. Vx 3 3.03 0 0 Redund Horz 1

Bracing Max Tension 3 1417.74 0 0

Max. Compression 3 -1417.74 0 0 Max. Mx 1 104.56 -2 0 Max. My 4 -241.26 0 0 Max. Vy 1 4.48 0 0 Max. Vx 4 -0.33 0 0 Redund Diag 1

Bracing Max Tension 3 1183.93 0 0

Max. Compression 3 -1183.93 0 0 Max. Mx 4 205.62 -7 0 Max. My 4 184.32 0 -1 Max. Vy 4 8.18 0 0 Max. Vx 4 0.94 0 0 Redund Hip 1

Bracing Max Tension 1 0.00 0 0

Max. Compression 3 -15.31 0 0 Max. Mx 1 -11.17 -3 0 Max. My 3 -13.05 0 0 Max. Vy 1 4.30 0 0 Max. Vx 3 0.00 0 0

T18 50 - 40 Leg Max Tension 3 84879.49 -228 -227 Max. Compression 3 -100803.17 208 208 Max. Mx 4 -64458.04 415 10 Max. My 4 -64472.51 10 415 Max. Vy 3 244.83 -237 -237 Max. Vx 3 244.81 -237 -237 Diagonal Max Tension 2 2787.07 24 -5 Max. Compression 2 -3071.06 0 0 Max. Mx 3 1942.60 29 -3 Max. My 3 -2340.47 10 -13 Max. Vy 3 -22.24 24 7 Max. Vx 4 -5.43 1 13 Horizontal Max Tension 2 58.96 25 -2 Max. Compression 3 -323.65 24 -2 Max. Mx 4 -11.99 27 9

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RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL ESTACION: AZALEA ESTADO

ACTUAL

Page 38 of 71

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M

Date 15:44:40 03/25/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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 -11.96 27 9 Max. Vy 4 27.18 27 9 Max. Vx 4 3.42 0 0 Redund Horz 1

Bracing Max Tension 3 1516.09 0 0

Max. Compression 3 -1516.09 0 0 Max. Mx 1 123.76 -4 0 Max. My 2 -207.24 0 0 Max. Vy 1 -6.96 0 0 Max. Vx 2 -0.51 0 0 Redund Diag 1

Bracing Max Tension 3 1149.33 0 0

Max. Compression 3 -1149.33 0 0 Max. Mx 4 127.41 -9 0 Max. My 4 186.82 0 -1 Max. Vy 4 9.55 0 0 Max. Vx 4 1.01 0 0 Redund Hip 1

Bracing Max Tension 1 0.00 0 0

Max. Compression 3 -14.86 0 0 Max. Mx 1 -12.76 -4 0 Max. My 3 -13.23 0 0 Max. Vy 1 -5.10 0 0 Max. Vx 3 -0.00 0 0

T19 40 - 30 Leg Max Tension 3 90637.36 -159 -159 Max. Compression 3 -108913.59 299 299 Max. Mx 4 -71478.81 413 -12 Max. My 4 -71495.51 -12 413 Max. Vy 4 -252.59 413 -12 Max. Vx 3 -252.71 -318 401 Diagonal Max Tension 2 3302.55 26 -8 Max. Compression 2 -3418.62 0 0 Max. Mx 3 2479.32 30 7 Max. My 2 -3005.71 4 19 Max. Vy 3 -24.39 25 12 Max. Vx 2 -7.05 4 19 Horizontal Max Tension 2 39.64 33 6 Max. Compression 3 -317.35 34 0 Max. Mx 4 -169.74 35 -6 Max. My 2 39.59 33 6 Max. Vy 4 31.10 35 -6 Max. Vx 4 2.93 35 -6 Redund Horz 1

Bracing Max Tension 3 1638.07 0 0

Max. Compression 3 -1638.07 0 0 Max. Mx 1 146.15 -9 0 Max. My 2 1075.15 0 1 Max. Vy 1 12.53 0 0 Max. Vx 2 -0.92 0 0 Redund Diag 1

Bracing Max Tension 3 1155.40 0 0

Max. Compression 3 -1155.40 0 0 Max. Mx 4 145.31 -10 0 Max. My 3 103.98 0 1 Max. Vy 4 10.92 0 0 Max. Vx 3 -1.07 0 0 Redund Hip 1

Bracing Max Tension 1 0.00 0 0

Max. Compression 3 -20.80 0 0 Max. Mx 1 -14.63 -6 0 Max. My 2 -18.42 0 0

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RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL ESTACION: AZALEA ESTADO

ACTUAL

Page 39 of 71

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M

Date 15:44:40 03/25/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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 1 5.89 0 0 Max. Vx 2 0.00 0 0

T20 30 - 20 Leg Max Tension 3 95867.65 -203 -203 Max. Compression 3 -116759.21 127 125 Max. Mx 4 -76225.60 413 -12 Max. My 4 -76243.82 -12 413 Max. Vy 3 223.81 -218 -218 Max. Vx 3 223.86 -218 -218 Diagonal Max Tension 2 3762.78 0 0 Max. Compression 2 -3901.48 0 0 Max. Mx 3 2615.22 31 -11 Max. My 2 -3581.20 8 20 Max. Vy 3 -26.64 27 10 Max. Vx 2 -7.06 8 20 Horizontal Max Tension 1 0.00 0 0 Max. Compression 3 -287.95 42 -2 Max. Mx 4 -10.07 45 9 Max. My 2 -10.23 45 9 Max. Vy 4 -35.37 45 9 Max. Vx 2 3.53 0 0 Redund Horz 1

Bracing Max Tension 3 1756.07 0 0

Max. Compression 3 -1756.07 0 0 Max. Mx 4 -246.96 -9 0 Max. My 2 -180.31 0 1 Max. Vy 4 11.59 0 0 Max. Vx 2 -0.85 0 0 Redund Diag 1

Bracing Max Tension 3 1172.32 0 0

Max. Compression 3 -1172.32 0 0 Max. Mx 4 64.98 -18 0 Max. My 2 125.23 0 -2 Max. Vy 4 17.87 0 0 Max. Vx 2 1.68 0 0 Redund Hip 1

Bracing Max Tension 1 0.00 0 0

Max. Compression 3 -20.55 0 0 Max. Mx 1 -16.58 -7 0 Max. My 2 -12.56 0 0 Max. Vy 1 6.69 0 0 Max. Vx 2 0.00 0 0

T21 20 - 10 Leg Max Tension 3 98614.01 -71 -73 Max. Compression 3 -121753.81 28 26 Max. Mx 4 -81194.34 500 -65 Max. My 4 -81215.69 -63 499 Max. Vy 4 -410.47 500 -65 Max. Vx 4 -408.73 -63 499 Diagonal Max Tension 2 5381.19 0 0 Max. Compression 4 -5836.12 0 0 Max. Mx 3 -4418.39 -35 40 Max. My 3 -4682.41 -35 40 Max. Vy 3 26.12 8 -8 Max. Vx 3 -20.30 8 -8 Top Girt Max Tension 2 3298.44 17 3 Max. Compression 2 -3321.78 17 -11 Max. Mx 4 15.00 27 -14 Max. My 4 15.00 27 -14 Max. Vy 3 25.45 25 -14 Max. Vx 2 -7.05 17 -11 Redund Horz 1

Bracing Max Tension 3 1831.19 0 0

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RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL ESTACION: AZALEA ESTADO

ACTUAL

Page 40 of 71

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M

Date 15:44:40 03/25/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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 -1831.19 0 0 Max. Mx 5 -78.15 -1 0 Max. My 3 404.55 0 0 Max. Vy 5 2.84 0 0 Max. Vx 3 0.21 0 0 Redund Horz 2

Bracing Max Tension 3 1831.19 0 0

Max. Compression 3 -1831.19 0 0 Max. Mx 1 193.91 -6 0 Max. My 2 -80.59 0 0 Max. Vy 1 9.82 0 0 Max. Vx 2 -0.72 0 0 Redund Horz 3

Bracing Max Tension 3 1831.19 0 0

Max. Compression 3 -1831.19 0 0 Max. Mx 1 193.91 -17 0 Max. My 1 193.91 0 1 Max. Vy 1 17.83 0 0 Max. Vx 1 -1.31 0 0 Redund Horz 4

Bracing Max Tension 3 1831.19 0 0

Max. Compression 3 -1831.19 0 0 Max. Mx 1 193.91 -42 0 Max. My 4 1221.17 0 3 Max. Vy 1 -32.02 0 0 Max. Vx 4 -2.35 0 0 Redund Diag 1

Bracing Max Tension 3 1622.61 0 0

Max. Compression 3 -1622.61 0 0 Max. Mx 4 1082.36 -2 0 Max. My 4 495.76 0 0 Max. Vy 4 3.44 0 0 Max. Vx 4 0.51 0 0 Redund Diag 2

Bracing Max Tension 3 1113.51 0 0

Max. Compression 3 -1113.51 0 0 Max. Mx 2 742.72 -7 0 Max. My 3 228.16 0 1 Max. Vy 2 9.28 0 0 Max. Vx 3 -0.88 0 0 Redund Diag 3

Bracing Max Tension 3 997.94 0 0

Max. Compression 3 -997.94 0 0 Max. Mx 3 997.94 -19 0 Max. My 4 226.32 0 -2 Max. Vy 3 17.41 0 0 Max. Vx 4 1.45 0 0 Redund Diag 4

Bracing Max Tension 3 1109.43 0 0

Max. Compression 3 -1109.43 0 0 Max. Mx 3 -360.65 -13 0 Max. My 3 -360.65 0 1 Max. Vy 3 -12.84 0 0 Max. Vx 3 1.10 0 0 Redund Hip 1

Bracing Max Tension 3 32.23 0 0

Max. Compression 3 -53.32 0 0 Max. Mx 1 -0.44 -1 0 Max. My 3 4.49 0 0 Max. Vy 1 2.83 0 0 Max. Vx 3 -0.00 0 0

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Page 41 of 71

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M

Date 15:44:40 03/25/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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 Redund Hip 2

Bracing Max Tension 4 0.92 0 0

Max. Compression 3 -14.23 0 0 Max. Mx 1 -6.11 -5 0 Max. My 3 -13.54 0 0 Max. Vy 1 5.67 0 0 Max. Vx 3 -0.00 0 0 Redund Hip 3

Bracing Max Tension 3 13.13 0 0

Max. Compression 3 -32.16 0 0 Max. Mx 1 -6.57 -12 0 Max. Vy 1 8.50 0 0 Max. Vx 2 0.00 0 0 Redund Hip 4

Bracing Max Tension 1 0.00 0 0

Max. Compression 2 -11.20 0 0 Max. Mx 1 -8.13 -21 0 Max. Vy 1 11.34 0 0 Max. Vx 3 0.00 0 0 Redund Hip

Diagonal Bracing Max Tension 2 48.17 0 0

Max. Compression 3 -45.33 0 0 Max. Mx 3 -1.13 -52 0 Max. My 3 -12.04 0 0 Max. Vy 3 -23.98 0 0 Max. Vx 3 -0.00 0 0 Inner Bracing Max Tension 3 173.76 0 0 Max. Compression 3 -196.46 0 0 Max. Mx 1 1.35 -195 0 Max. My 5 18.53 0 24 Max. Vy 1 59.59 0 0 Max. Vx 5 -21.07 0 0

T22 10 - 0 Leg Max Tension 3 103177.87 -203 -204 Max. Compression 3 -131268.53 0 0 Max. Mx 4 -86660.82 500 -65 Max. My 4 -86679.51 -64 499 Max. Vy 4 291.64 500 -65 Max. Vx 4 290.91 -64 499 Diagonal Max Tension 2 6094.07 0 0 Max. Compression 4 -6691.84 0 0 Max. Mx 3 -4998.61 -48 53 Max. My 3 -4995.91 -48 53 Max. Vy 3 37.08 10 -7 Max. Vx 3 -25.36 10 -7 Top Girt Max Tension 4 3945.40 19 3 Max. Compression 2 -4075.08 21 -16 Max. Mx 4 -235.92 29 -17 Max. My 3 -3143.31 28 -17 Max. Vy 4 -27.63 20 3 Max. Vx 2 -9.86 21 -16 Redund Horz 1

Bracing Max Tension 3 1974.30 0 0

Max. Compression 3 -1974.30 0 0 Max. Mx 5 -29.43 -1 0 Max. My 4 1327.24 0 0 Max. Vy 5 2.22 0 0 Max. Vx 4 -0.16 0 0 Redund Horz 2

Bracing Max Tension 3 1974.30 0 0

Max. Compression 3 -1974.30 0 0 Max. Mx 1 228.51 -8 0

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ACTUAL

Page 42 of 71

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M

Date 15:44:40 03/25/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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 -222.28 0 1 Max. Vy 1 10.92 0 0 Max. Vx 3 -0.80 0 0 Redund Horz 3

Bracing Max Tension 3 1974.30 0 0

Max. Compression 3 -1974.30 0 0 Max. Mx 1 228.51 -32 0 Max. My 2 -127.96 0 2 Max. Vy 1 29.06 0 0 Max. Vx 2 -2.13 0 0 Redund Horz 4

Bracing Max Tension 3 1974.30 0 0

Max. Compression 3 -1974.30 0 0 Max. Mx 1 228.51 -52 0 Max. My 4 1327.24 0 4 Max. Vy 1 35.62 0 0 Max. Vx 4 -2.61 0 0 Redund Diag 1

Bracing Max Tension 3 1625.05 0 0

Max. Compression 3 -1625.05 0 0 Max. Mx 4 1092.71 -2 0 Max. My 2 254.42 0 0 Max. Vy 4 3.87 0 0 Max. Vx 2 0.52 0 0 Redund Diag 2

Bracing Max Tension 3 1158.39 0 0

Max. Compression 3 -1158.39 0 0 Max. Mx 3 1158.39 -9 0 Max. My 3 220.25 0 1 Max. Vy 3 10.38 0 0 Max. Vx 3 -0.94 0 0 Redund Diag 3

Bracing Max Tension 3 1056.36 0 0

Max. Compression 3 -1056.36 0 0 Max. Mx 3 1056.36 -22 0 Max. My 3 297.03 0 -2 Max. Vy 3 19.17 0 0 Max. Vx 3 1.56 0 0 Redund Diag 4

Bracing Max Tension 3 1162.43 0 0

Max. Compression 3 -1162.43 0 0 Max. Mx 3 -457.45 -18 0 Max. My 3 -445.42 0 -2 Max. Vy 3 17.20 0 0 Max. Vx 3 -1.44 0 0 Redund Hip 1

Bracing Max Tension 3 43.03 0 0

Max. Compression 3 -63.50 0 0 Max. Mx 1 -0.38 -2 0 Max. Vy 1 3.15 0 0 Max. Vx 3 -0.00 0 0 Redund Hip 2

Bracing Max Tension 1 0.00 0 0

Max. Compression 4 -16.98 0 0 Max. Mx 1 -8.54 -6 0 Max. Vy 1 6.31 0 0 Max. Vx 2 -0.00 0 0 Redund Hip 3

Bracing Max Tension 3 13.78 0 0

Max. Compression 3 -35.88 0 0 Max. Mx 1 -9.15 -15 0

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Page 43 of 71

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M

Date 15:44:40 03/25/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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 1 9.46 0 0 Max. Vx 3 0.00 0 0 Redund Hip 4

Bracing Max Tension 1 0.00 0 0

Max. Compression 2 -12.91 0 0 Max. Mx 1 -10.34 -26 0 Max. Vy 1 12.61 0 0 Max. Vx 3 0.00 0 0 Redund Hip

Diagonal Bracing Max Tension 2 47.73 0 0

Max. Compression 3 -50.56 0 0 Max. Mx 3 9.10 -64 0 Max. My 3 -14.21 0 0 Max. Vy 3 26.65 0 0 Max. Vx 3 0.00 0 0 Inner Bracing Max Tension 2 86.45 0 0 Max. Compression 2 -86.45 0 0 Max. Mx 1 2.18 -241 0 Max. My 1 3.48 0 30 Max. Vy 1 66.28 0 0 Max. Vx 1 -23.43 0 0

Maximum Reactions

Location Condition Gov. Load

Comb.

Vertical kg

Horizontal, X kg

Horizontal, Z kg

Leg D Max. Vert 1 15858.17 1413.41 -1388.03 Max. Hx 1 15858.17 1413.41 -1388.03 Max. Hz 3 -107506.90 -10994.91 11018.60 Min. Vert 3 -107506.90 -10994.91 11018.60 Min. Hx 3 -107506.90 -10994.91 11018.60 Min. Hz 1 15858.17 1413.41 -1388.03

Leg C Max. Vert 4 93380.04 -11438.51 -7128.32 Max. Hx 2 -61605.93 4317.34 8695.31 Max. Hz 2 -61605.93 4317.34 8695.31 Min. Vert 2 -61605.93 4317.34 8695.31 Min. Hx 4 93380.04 -11438.51 -7128.32 Min. Hz 4 93380.04 -11438.51 -7128.32

Leg B Max. Vert 3 138399.14 -13723.91 13703.24 Max. Hx 1 15881.06 -1412.78 1390.33 Max. Hz 3 138399.14 -13723.91 13703.24 Min. Vert 1 15881.06 -1412.78 1390.33 Min. Hx 3 138399.14 -13723.91 13703.24 Min. Hz 1 15881.06 -1412.78 1390.33

Leg A Max. Vert 2 93322.24 7149.63 11409.62 Max. Hx 2 93322.24 7149.63 11409.62 Max. Hz 2 93322.24 7149.63 11409.62 Min. Vert 4 -61628.44 -8669.40 -4341.65 Min. Hx 4 -61628.44 -8669.40 -4341.65 Min. Hz 4 -61628.44 -8669.40 -4341.65

Tower Mast Reaction Summary

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Page 44 of 71

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M

Date 15:44:40 03/25/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

Designed by Ing. Jaime Gutierrez C.

Load

Combination Vertical

kg

Shearx

kg

Shearz

kg

Overturning Moment, Mx

kg-m

Overturning Moment, Mz

kg-m

Torque

kg-m Dead Only 63478.44 -0.05 -0.02 131 -497 0Dead+Wind 0 deg - No Ice 63478.37 -0.07 -40214.56 -2480905 -505 62Dead+Wind 45 deg - No Ice 63478.34 31241.81 -31241.76 -1968157 -1968799 55Dead+Wind 90 deg - No Ice 63478.37 40214.55 -0.03 131 -2481555 14Dead+Wind 0 deg - Service 63478.44 -0.02 -10053.33 -620098 -514 15Dead+Wind 45 deg - Service 63478.44 7810.15 -7810.16 -491909 -492559 14Dead+Wind 90 deg - Service 63478.44 10053.31 -0.01 136 -620749 3

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 -63478.44 -0.00 0.05 63478.44 0.02 0.000% 2 0.00 -63478.44 -40218.98 0.07 63478.37 40214.56 0.006% 3 31245.32 -63478.44 -31245.32 -31241.81 63478.34 31241.76 0.006% 4 40218.98 -63478.44 0.00 -40214.55 63478.37 0.03 0.006% 5 0.00 -63478.44 -10054.75 0.02 63478.44 10053.33 0.002% 6 7811.33 -63478.44 -7811.33 -7810.15 63478.44 7810.16 0.003% 7 10054.75 -63478.44 0.00 -10053.31 63478.44 0.01 0.002%

Non-Linear Convergence Results

Load Combination

Converged? Number of Cycles

Displacement Tolerance

Force Tolerance

1 Yes 6 0.00000001 0.00002220 2 Yes 22 0.00010553 0.00012089 3 Yes 23 0.00014098 0.00014333 4 Yes 22 0.00010418 0.00012010 5 Yes 21 0.00013335 0.00013465 6 Yes 21 0.00013697 0.00014252 7 Yes 21 0.00013288 0.00013525

Maximum Tower Deflections - Service Wind

Section No.

Elevation

m

Horz. Deflection

mm

Gov. Load

Comb.

Tilt °

Twist °

T1 150 - 144 444.22 6 0.4884 0.0020 T2 144 - 138 393.13 6 0.4845 0.0019 T3 138 - 132 343.13 6 0.4621 0.0016 T4 132 - 126 295.91 6 0.4288 0.0013 T5 126 - 120 253.68 6 0.3645 0.0010 T6 120 - 115 217.86 6 0.3054 0.0006 T7 115 - 110 193.69 6 0.2664 0.0006 T8 110 - 105 170.70 6 0.2463 0.0005 T9 105 - 100 149.25 6 0.2280 0.0004

T10 100 - 95 129.41 6 0.2098 0.0003

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Page 45 of 71

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M

Date 15:44:40 03/25/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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 °

T11 95 - 90 111.31 6 0.1861 0.0003 T12 90 - 85 95.15 6 0.1623 0.0002 T13 85 - 80 82.26 6 0.1373 0.0002 T14 80 - 75 70.98 6 0.1208 0.0001 T15 75 - 67.5 61.10 6 0.1048 0.0001 T16 67.5 - 60 48.33 6 0.0859 0.0001 T17 60 - 50 37.75 6 0.0701 0.0001 T18 50 - 40 26.23 6 0.0553 0.0001 T19 40 - 30 16.95 6 0.0433 0.0001 T20 30 - 20 9.73 6 0.0309 0.0001 T21 20 - 10 4.39 6 0.0205 0.0001 T22 10 - 0 1.20 6 0.0101 0.0000

Critical Deflections and Radius of Curvature - Service Wind

Elevation

m

Appurtenance Gov. Load

Comb.

Deflection

mm

Tilt °

Twist °

Radius of Curvature

m 150.000 ANT BIPOLAR BAD III RYMSA

AT13-24 6 444.22 0.4884 0.0020 136139

149.700 ANT BIPOLAR BAD III RYMSA AT13-24

6 441.66 0.4884 0.0020 136139

148.550 ANT BIPOLAR BAD III RYMSA AT13-24

6 431.83 0.4885 0.0020 136139

148.250 ANT BIPOLAR BAD III RYMSA AT13-24

6 429.27 0.4885 0.0020 118558

147.100 ANT BIPOLAR BAD III RYMSA AT13-24

6 419.46 0.4883 0.0020 71543

146.800 ANT BIPOLAR BAD III RYMSA AT13-24

6 416.91 0.4881 0.0020 64836

146.500 ANT BIPOLAR BAD III RYMSA AT13-24

6 414.35 0.4880 0.0019 59279

145.050 ANT BIPOLAR BAD III RYMSA AT13-24

6 402.03 0.4865 0.0019 41892

143.600 ANT BIPOLAR BAD III RYMSA AT13-24

6 389.75 0.4836 0.0019 31567

143.300 ANT BIPOLAR BAD III RYMSA AT13-24

6 387.21 0.4828 0.0019 29834

141.850 ANT BIPOLAR BAD III RYMSA AT13-24

6 375.02 0.4781 0.0018 23071

140.400 ANT BIPOLAR BAD III RYMSA AT13-24

6 362.91 0.4725 0.0018 18506

140.100 ANT BIPOLAR BAD III RYMSA AT13-24

6 360.42 0.4712 0.0017 17778

138.650 ANT BIPOLAR BAD III RYMSA AT13-24

6 348.45 0.4650 0.0017 14880

137.200 ANT BIPOLAR BAD III RYMSA AT13-24

6 336.63 0.4587 0.0016 12167

136.900 ANT BIPOLAR BAD III RYMSA AT13-24

6 334.20 0.4574 0.0016 11637

135.450 ANT BIPOLAR BAD III RYMSA AT13-24

6 322.59 0.4508 0.0015 9563

134.000 ANT BIPOLAR BAD III RYMSA AT13-24

6 311.19 0.4430 0.0014 8114

133.700 ANT BIPOLAR BAD III RYMSA AT13-24

6 308.87 0.4411 0.0014 7867

132.250 ANT BIPOLAR BAD III RYMSA 6 297.79 0.4309 0.0013 6934

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Page 46 of 71

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M

Date 15:44:40 03/25/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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 AT13-24

130.800 ANT BIPOLAR BAD III RYMSA AT13-24

6 287.02 0.4178 0.0013 6591

130.500 ANT BIPOLAR BAD III RYMSA AT13-24

6 284.83 0.4148 0.0012 6560

129.050 ANT BIPOLAR BAD III RYMSA AT13-24

6 274.45 0.3993 0.0012 6420

127.600 ANT BIPOLAR BAD III RYMSA AT13-24

6 264.39 0.3827 0.0011 6286

115.000 PANEL FM KATHREIN 6 193.69 0.2664 0.0006 Inf 113.550 PANEL FM KATHREIN 6 186.96 0.2592 0.0005 86550 112.100 PANEL FM KATHREIN 6 180.25 0.2535 0.0005 24529 111.800 PANEL FM KATHREIN 6 178.87 0.2524 0.0005 21362 110.350 PANEL FM KATHREIN 6 172.27 0.2475 0.0005 13684 108.900 PANEL FM KATHREIN 6 165.82 0.2424 0.0005 12957 108.600 PANEL FM KATHREIN 6 164.51 0.2413 0.0005 13203 107.150 PANEL FM KATHREIN 6 158.26 0.2359 0.0004 14675 105.700 PANEL FM KATHREIN 6 152.15 0.2305 0.0004 16418

Maximum Tower Deflections - Design Wind

Section No.

Elevation

m

Horz. Deflection

mm

Gov. Load

Comb.

Tilt °

Twist °

T1 150 - 144 1774.62 3 1.9407 0.0079 T2 144 - 138 1571.52 3 1.9280 0.0074 T3 138 - 132 1372.34 3 1.8442 0.0064 T4 132 - 126 1183.70 3 1.7159 0.0051 T5 126 - 120 1014.45 3 1.4622 0.0039 T6 120 - 115 870.71 3 1.2234 0.0025 T7 115 - 110 774.18 3 1.0645 0.0021 T8 110 - 105 682.30 3 0.9839 0.0018 T9 105 - 100 596.62 3 0.9106 0.0015

T10 100 - 95 517.37 3 0.8383 0.0012 T11 95 - 90 445.05 3 0.7436 0.0009 T12 90 - 85 380.49 3 0.6487 0.0007 T13 85 - 80 328.96 3 0.5487 0.0005 T14 80 - 75 283.88 3 0.4830 0.0004 T15 75 - 67.5 244.35 3 0.4189 0.0003 T16 67.5 - 60 193.30 3 0.3433 0.0002 T17 60 - 50 150.99 3 0.2803 0.0002 T18 50 - 40 104.91 3 0.2212 0.0001 T19 40 - 30 67.79 3 0.1730 0.0001 T20 30 - 20 38.91 3 0.1236 0.0001 T21 20 - 10 17.57 3 0.0820 0.0001 T22 10 - 0 4.81 3 0.0405 0.0000

Critical Deflections and Radius of Curvature - Design Wind

Elevation

m

Appurtenance Gov. Load

Comb.

Deflection

mm

Tilt °

Twist °

Radius of Curvature

m

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Page 47 of 71

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M

Date 15:44:40 03/25/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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 150.000 ANT BIPOLAR BAD III RYMSA

AT13-24 3 1774.62 1.9407 0.0079 40949

149.700 ANT BIPOLAR BAD III RYMSA AT13-24

3 1764.43 1.9410 0.0078 40949

148.550 ANT BIPOLAR BAD III RYMSA AT13-24

3 1725.40 1.9418 0.0078 40949

148.250 ANT BIPOLAR BAD III RYMSA AT13-24

3 1715.22 1.9419 0.0078 35661

147.100 ANT BIPOLAR BAD III RYMSA AT13-24

3 1676.24 1.9413 0.0077 21519

146.800 ANT BIPOLAR BAD III RYMSA AT13-24

3 1666.08 1.9409 0.0077 19502

146.500 ANT BIPOLAR BAD III RYMSA AT13-24

3 1655.92 1.9403 0.0076 17830

145.050 ANT BIPOLAR BAD III RYMSA AT13-24

3 1606.91 1.9350 0.0075 12592

143.600 ANT BIPOLAR BAD III RYMSA AT13-24

3 1558.06 1.9245 0.0073 9178

143.300 ANT BIPOLAR BAD III RYMSA AT13-24

3 1547.98 1.9215 0.0073 8562

141.850 ANT BIPOLAR BAD III RYMSA AT13-24

3 1499.42 1.9042 0.0071 6329

140.400 ANT BIPOLAR BAD III RYMSA AT13-24

3 1451.20 1.8831 0.0068 5007

140.100 ANT BIPOLAR BAD III RYMSA AT13-24

3 1441.27 1.8784 0.0068 4799

138.650 ANT BIPOLAR BAD III RYMSA AT13-24

3 1393.56 1.8549 0.0065 3981

137.200 ANT BIPOLAR BAD III RYMSA AT13-24

3 1346.38 1.8312 0.0062 3216

136.900 ANT BIPOLAR BAD III RYMSA AT13-24

3 1336.70 1.8263 0.0062 3067

135.450 ANT BIPOLAR BAD III RYMSA AT13-24

3 1290.33 1.8010 0.0059 2492

134.000 ANT BIPOLAR BAD III RYMSA AT13-24

3 1244.81 1.7709 0.0056 2098

133.700 ANT BIPOLAR BAD III RYMSA AT13-24

3 1235.51 1.7638 0.0055 2032

132.250 ANT BIPOLAR BAD III RYMSA AT13-24

3 1191.22 1.7239 0.0052 1781

130.800 ANT BIPOLAR BAD III RYMSA AT13-24

3 1148.11 1.6729 0.0049 1689

130.500 ANT BIPOLAR BAD III RYMSA AT13-24

3 1139.34 1.6612 0.0048 1681

129.050 ANT BIPOLAR BAD III RYMSA AT13-24

3 1097.74 1.5999 0.0045 1642

127.600 ANT BIPOLAR BAD III RYMSA AT13-24

3 1057.42 1.5345 0.0042 1605

115.000 PANEL FM KATHREIN 3 774.18 1.0645 0.0021 147619 113.550 PANEL FM KATHREIN 3 747.28 1.0351 0.0020 25412 112.100 PANEL FM KATHREIN 3 720.47 1.0123 0.0020 6250 111.800 PANEL FM KATHREIN 3 714.95 1.0081 0.0019 5402 110.350 PANEL FM KATHREIN 3 688.58 0.9886 0.0019 3398 108.900 PANEL FM KATHREIN 3 662.82 0.9683 0.0018 3214 108.600 PANEL FM KATHREIN 3 657.58 0.9639 0.0017 3277 107.150 PANEL FM KATHREIN 3 632.61 0.9423 0.0016 3659 105.700 PANEL FM KATHREIN 3 608.21 0.9208 0.0016 4115

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Page 48 of 71

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M

Date 15:44:40 03/25/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

Designed by Ing. Jaime Gutierrez C.

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 150 Leg A325X 16 8 33.09 5528.16 0.006 1.333 Bearing

Diagonal A325X 16 2 174.16 4146.12 0.042 1.333 Member Bearing

Horizontal A325X 13 1 20.98 1596.06 0.013 1.333 Member Bearing

Top Girt A325X 16 1 7.39 2694.43 0.003 1.333 Member Block Shear

T2 144 Leg A325X 16 12 392.13 5528.16 0.071 1.333 Bearing

Diagonal A325X 16 2 356.44 4146.12 0.086 1.333 Member Bearing

Horizontal A325X 13 1 34.22 1596.06 0.021 1.333 Member Bearing

T3 138 Leg A325X 16 12 1262.12 8292.26 0.152 1.333 Bearing

Diagonal A325X 16 2 544.52 4146.12 0.131 1.333 Member Bearing

Horizontal A325X 16 1 93.41 1796.29 0.052 1.333 Member Block Shear

T4 132 Leg A325X 16 12 2626.12 8292.26 0.317 1.333 Bearing

Diagonal A325X 16 2 726.80 4146.12 0.175 1.333 Member Bearing

Horizontal A325X 16 1 195.08 1796.29 0.109 1.333 Member Block Shear

T5 126 Leg A325X 16 12 4451.44 8349.64 0.533 1.333 Bolt DS

Diagonal A325X 16 2 1381.40 4146.12 0.333 1.333 Member Bearing

Horizontal A325X 16 1 373.54 1796.29 0.208 1.333 Member Block Shear

T6 120 Leg A325X 16 12 5260.54 8349.64 0.630 1.333 Bolt DS

Diagonal A325X 16 2 2647.53 4174.81 0.634 1.333 Bolt Shear

Horizontal A325X 16 1 258.95 1796.29 0.144 1.333 Member Block Shear

Top Girt A325X 16 2 1180.36 4146.12 0.285 1.333 Member Bearing

T7 115 Leg A325X 16 12 4640.25 8349.64 0.556 1.333 Bolt DS

Diagonal A325X 16 2 1742.92 4174.81 0.417 1.333 Bolt Shear

Horizontal A325X 16 1 114.11 2694.43 0.042 1.333 Member Block Shear

Top Girt A325X 16 2 1016.55 4146.12 0.245 1.333 Member Bearing

T8 110 Leg A325X 16 12 6462.33 8349.64 0.774 1.333 Bolt DS

Diagonal A325X 16 2 1873.98 4174.81 0.449 1.333 Bolt Shear

Horizontal A325X 16 1 180.88 2694.43 0.067 1.333 Member Block Shear

T9 105 Leg A325X 19 16 5887.59 12023.47 0.490 1.333 Bolt DS

Diagonal A325X 16 2 2462.92 4174.81 0.590 1.333 Bolt Shear

Horizontal A325X 16 1 225.20 1796.29 0.125 1.333 Member Block Shear

T10 100 Leg A325X 19 16 7752.26 12023.47 0.645 1.333 Bolt DS

Diagonal A325X 16 2 2492.28 4174.81 0.597 1.333 Bolt Shear

Horizontal A325X 16 1 366.46 2694.43 0.136 1.333 Member Block Shear

T11 95 Leg A325X 22 16 9116.53 16357.91 0.557 1.333 Bolt DS

Diagonal A325X 16 2 3251.07 4174.81 0.779 1.333 Bolt Shear

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Page 49 of 71

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M

Date 15:44:40 03/25/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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

Horizontal A325X 16 1 390.23 4146.12 0.094 1.333 Member Bearing

T12 90 Leg A325X 22 16 10154.71 11606.52 0.875 1.333 Bearing

Diagonal A325X 16 2 1703.33 4174.81 0.408 1.333 Bolt Shear

Horizontal A325X 16 1 444.57 4174.81 0.106 1.333 Bolt Shear

Top Girt A325X 16 2 1355.96 4174.81 0.325 1.333 Bolt Shear

T13 85 Leg A325X 22 16 10238.44 11606.52 0.882 1.333 Bearing

Diagonal A325X 16 2 711.60 4174.81 0.170 1.333 Bolt Shear

Horizontal A325X 16 1 472.43 4174.81 0.113 1.333 Bolt Shear

T14 80 Leg A325X 22 16 10277.54 11606.52 0.885 1.333 Bearing

Diagonal A325X 16 2 550.31 4174.81 0.132 1.333 Bolt Shear

Horizontal A325X 16 2 188.72 4174.81 0.045 1.333 Bolt Shear

T15 75 Leg A325X 22 18 9413.86 11606.52 0.811 1.333 Bearing

Diagonal A325X 16 2 596.35 4174.81 0.143 1.333 Bolt Shear

Horizontal A325X 16 2 185.67 4174.81 0.044 1.333 Bolt Shear

T16 67.5 Leg A325X 22 24 7319.30 11606.52 0.631 1.333 Bearing

Diagonal A325X 16 2 831.18 4174.81 0.199 1.333 Bolt Shear

Horizontal A325X 16 2 166.70 4174.81 0.040 1.333 Bolt Shear

T17 60 Leg A325X 22 32 5845.54 15475.35 0.378 1.333 Bearing

Diagonal A325X 16 2 1186.92 4174.81 0.284 1.333 Bolt Shear

Horizontal A325X 16 2 174.11 4174.81 0.042 1.333 Bolt Shear

T18 50 Leg A325X 22 32 6245.24 15475.35 0.404 1.333 Bearing

Diagonal A325X 16 2 1535.53 4174.81 0.368 1.333 Bolt Shear

Horizontal A325X 16 2 161.82 4174.81 0.039 1.333 Bolt Shear

T19 40 Leg A325X 22 32 6756.49 15475.35 0.437 1.333 Bearing

Diagonal A325X 16 2 1709.31 4174.81 0.409 1.333 Bolt Shear

Horizontal A325X 16 2 158.68 4174.81 0.038 1.333 Bolt Shear

T20 30 Leg A325X 22 32 7234.80 15475.35 0.468 1.333 Bearing

Diagonal A325X 16 2 1950.74 4174.81 0.467 1.333 Bolt Shear

Horizontal A325X 16 2 143.97 4174.81 0.034 1.333 Bolt Shear

T21 20 Leg A325X 22 32 7546.33 15475.35 0.488 1.333 Bearing

Diagonal A325X 16 2 2918.06 4174.81 0.699 1.333 Bolt Shear

Top Girt A325X 16 2 1649.22 4174.81 0.395 1.333 Bolt Shear

T22 10 Leg A325X 22 32 8098.21 15475.35 0.523 1.333 Bearing

Diagonal A325X 16 2 3345.92 4174.81 0.801 1.333 Bolt Shear

Top Girt A325X 16 2 1972.70 4174.81 0.473 1.333 Bolt Shear

Compression Checks

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Page 50 of 71

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M

Date 15:44:40 03/25/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

Designed by Ing. Jaime Gutierrez C.

Leg 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 150 - 144 L64x64x6.4 6.000 1.000 80.2 K=1.00

131 768 -1341.02 10242.62 0.131

T2 144 - 138 L64x64x6.4 6.000 1.000 80.2 K=1.00

131 768 -5493.55 10242.62 0.536

T3 138 - 132 L76x76x10 6.000 1.000 67.1 K=1.00

148 1361 -12690.20 20552.59 0.617

T4 132 - 126 L76x76x10 6.000 1.000 67.1 K=1.00

148 1361 -22943.30 20552.59 1.116

T5 126 - 120 L102x102x12.7 6.000 1.000 50.3 K=1.00

168 2419 -35203.36 41328.04 0.852

T6 120 - 115 L102x102x12.7 5.111 1.278 64.3 K=1.00

151 2419 -31171.46 37360.73 0.834

T7 115 - 110 L102x102x12.7 5.000 1.250 62.9 K=1.00

153 2419 -27916.98 37779.95 0.739

T8 110 - 105 L152x152x13 5.000 1.250 41.7 K=1.00

176 3710 -38961.01 66743.87 0.584

T9 105 - 100 L152x152x16 5.000 1.250 41.7 K=1.00

176 4587 -47397.69 82530.25 0.574

T10 100 - 95 L152x152x16 5.000 1.250 41.7 K=1.00

176 4587 -62080.94 82530.25 0.752

T11 95 - 90 L152x152x19 5.000 1.250 42.1 K=1.00

176 5445 -74146.04 97773.22 0.758

T12 90 - 85 2L 152x152x9.5 5.027 1.257 41.6 K=1.00

151 5626 -81237.51 86630.27 0.938

T13 85 - 80 2L 152x152x9.5 5.027 1.257 41.6 K=1.00

151 5626 -82488.06 86630.27 0.952

T14 80 - 75 2L 152x152x9.5 5.027 1.257 41.6 K=1.00

151 5626 -82298.92 86630.27 0.950

T15 75 - 67.5 2L 152x152x9.5 7.540 1.885 62.4 K=1.00

134 5626 -85165.62 77015.47 1.106

T16 67.5 - 60 2L 152x152x9.5 7.540 1.885 62.4 K=1.00

134 5626 -88322.62 77015.47 1.147

T17 60 - 50 2L152x152x12.7 10.054 2.513 83.9 K=1.00

126 7419 -94263.32 95092.04 0.991

T18 50 - 40 2L152x152x12.7 10.054 2.513 83.9 K=1.00

126 7419 -100803.22 95092.49 1.060

T19 40 - 30 2L152x152x12.7 10.054 2.513 83.9 K=1.00

126 7419 -108913.46 95092.49 1.145

T20 30 - 20 2L152x152x12.7 10.054 2.513 83.9 K=1.00

126 7419 -116759.24 95092.49 1.228

T21 20 - 10 2L152x152x12.7 10.054 2.011 67.1 K=1.00

148 7419 -121753.75 112000.15 1.087

T22 10 - 0 2L152x152x12.7 10.054 2.011 67.1 K=1.00

148 7419 -131268.76 112000.15 1.172

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Page 51 of 71

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M

Date 15:44:40 03/25/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

Designed by Ing. Jaime Gutierrez C.

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 150 - 144 L51x51x4.8 1.193 1.134 113.4 K=1.00

80 461 -348.31 3769.03 0.092

T2 144 - 138 L51x51x4.8 1.193 1.134 113.4 K=1.00

80 461 -712.88 3769.03 0.189

T3 138 - 132 L51x51x4.8 1.193 1.123 112.2 K=1.00

82 461 -1089.04 3847.66 0.283

T4 132 - 126 L64x64x4.8 1.193 1.123 89.3 K=1.00

118 582 -1453.59 6987.77 0.208

T5 126 - 120 L64x64x4.8 1.193 1.099 87.4 K=1.00

120 582 -2326.56 7148.62 0.325

T6 120 - 115 L64x64x6.4 1.421 1.353 69.3 K=1.00

145 768 -4751.61 11372.11 0.418

T7 115 - 110 L64x64x6.4 2.865 1.433 114.9 K=1.00

78 768 -3404.83 6108.17 0.557

T8 110 - 105 L64x64x6.4 2.865 1.433 114.9 K=1.00

78 768 -3728.50 6108.17 0.610

T9 105 - 100 L76x76x6.4 2.865 1.433 95.3 K=1.00

109 929 -4925.83 10307.44 0.478

T10 100 - 95 L76x76x6.4 2.865 1.433 95.3 K=1.00

109 929 -4984.57 10307.44 0.484

T11 95 - 90 L76x76x6.4 2.865 1.433 95.3 K=1.00

109 929 -6122.77 10307.44 0.594

T12 90 - 85 L76x76x6.4 3.067 1.533 102.0 K=1.00

98 929 -2245.64 9304.18 0.241

T13 85 - 80 L76x76x6.4 3.067 1.533 102.0 K=1.00

98 929 -854.88 9304.18 0.092

T14 80 - 75 L76x76x6.4 3.541 1.770 117.7 K=1.00

74 929 -1100.61 7035.99 0.156

T15 75 - 67.5 L76x76x6.4 4.842 2.421 161.0 K=1.00

40 929 -1059.76 3762.16 0.282

T16 67.5 - 60 L76x76x6.4 5.207 2.603 173.1 K=1.00

34 929 -1662.36 3254.15 0.511

T17 60 - 50 L102x102x6.4 6.628 3.314 164.1 K=1.00

38 1252 -2373.84 4878.75 0.487

T18 50 - 40 L102x102x6.4 7.130 3.565 176.5 K=1.00

33 1252 -3071.06 4216.25 0.728

T19 40 - 30 L102x102x6.4 7.669 3.835 189.9 K=1.00

29 1252 -3418.62 3644.21 0.938

T20 30 - 20 L102x102x6.4 8.238 4.119 204.0 K=1.00

25 1252 -3901.49 3157.92 1.235

KL/R > 200 (C) - 1267 T21 20 - 10 L102x102x6.4 12.386 2.477 78.0

K=1.00 120 1252 -5836.10 15259.99 0.382

T22 10 - 0 L102x102x9.5 12.830 2.566 82.1 K=1.00

128 1845 -6691.85 24106.08 0.278

Horizontal Design Data (Compression)

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Page 52 of 71

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M

Date 15:44:40 03/25/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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 150 - 144 L38x38x3.2 1.300 1.236 104.7 K=1.00

94 232 -20.45 2218.72 0.009

T2 144 - 138 L38x38x3.2 1.300 1.236 104.7 K=1.00

94 232 -37.86 2218.72 0.017

T3 138 - 132 L38x38x3.2 1.300 1.224 103.6 K=1.00

96 232 -97.15 2260.52 0.043

T4 132 - 126 L38x38x3.2 1.300 1.224 103.6 K=1.00

96 232 -214.17 2260.52 0.095

T5 126 - 120 L38x38x3.2 1.300 1.198 101.4 K=1.00

99 232 -428.65 2343.15 0.183

T6 120 - 115 L51x51x3.2 2.425 2.323 146.1 K=1.00

48 312 -314.83 1537.78 0.205

T7 115 - 110 L51x51x4.8 2.800 2.698 172.2 K=1.00

35 461 -143.99 1633.61 0.088

T8 110 - 105 L51x51x4.8 2.800 2.648 168.9 K=1.00

36 461 -247.53 1696.90 0.146

T9 105 - 100 L51x51x3.2 2.800 2.648 166.4 K=1.00

37 312 -306.49 1184.23 0.259

T10 100 - 95 L51x51x4.8 2.800 2.648 168.9 K=1.00

36 461 -479.67 1696.90 0.283

T11 95 - 90 L51x51x4.8 2.800 2.648 168.9 K=1.00

36 461 -390.23 1696.90 0.230

T12 90 - 85 L64x64x6.4 3.167 1.507 77.2 K=1.00

135 768 -444.57 10564.89 0.042

T13 85 - 80 L64x64x6.4 3.901 3.748 191.9 K=1.00

28 768 -472.43 2188.67 0.216

T14 80 - 75 L64x64x6.4 4.635 4.482 229.5 K=1.00

20 768 -377.44 1530.64 0.247

T15 75 - 67.5 L64x64x6.4 5.552 5.400 276.4 K=1.00

13 768 -371.34 1054.74 0.352

KL/R > 250 (C) - 959 T16 67.5 - 60 L64x64x6.4 6.653 6.500 332.8

K=1.00 9 768 -333.40 727.80 0.458

KL/R > 250 (C) - 1023 T17 60 - 50 L76x76x6.4 7.937 7.785 329.5

K=1.00 9 929 -348.21 898.13 0.388

KL/R > 250 (C) - 1087 T18 50 - 40 L76x76x6.4 9.405 9.253 391.7

K=1.00 7 929 -323.65 635.76 0.509

KL/R > 250 (C) - 1151 T19 40 - 30 L76x76x6.4 10.873 10.720 453.8

K=1.00 5 929 -317.35 473.58 0.670

KL/R > 250 (C) - 1215 T20 30 - 20 L76x76x6.4 12.341 12.188 516.0

K=1.00 4 929 -287.95 366.38 0.786

KL/R > 250 (C) - 1256

Top Girt Design Data (Compression)

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Page 53 of 71

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M

Date 15:44:40 03/25/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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 150 - 144 L51x51x4.8 1.300 1.236 78.9 K=1.00

133 461 -9.77 6237.12 0.002

T6 120 - 115 L51x51x4.8 1.300 1.198 76.5 K=1.00

136 461 -2360.72 6392.03 0.369

T7 115 - 110 L51x51x4.8 2.800 2.698 172.2 K=1.00

35 461 -1714.75 1633.61 1.050

T12 90 - 85 L76x76x6.4 2.800 2.648 176.1 K=1.00

33 929 -2711.93 3146.19 0.862

T21 20 - 10 L102x102x6.4 13.074 3.269 102.9 K=1.00

93 1252 -3321.78 11812.91 0.281

T22 10 - 0 L102x102x6.4 14.542 3.636 114.5 K=1.00

78 1252 -4075.08 10008.16 0.407

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 115 - 110 L38x38x3.2 0.700 0.649 86.3 K=1.00

122 232 -418.75 2889.30 0.145

T8 110 - 105 L38x38x3.2 0.700 0.624 82.9 K=1.00

127 232 -584.42 3003.13 0.195

T9 105 - 100 L38x38x3.2 0.700 0.624 82.9 K=1.00

127 232 -710.97 3003.13 0.237

T10 100 - 95 L38x38x3.2 0.700 0.624 82.9 K=1.00

127 232 -931.21 3003.13 0.310

T11 95 - 90 L38x38x3.2 0.700 0.624 82.9 K=1.00

127 232 -1191.86 3003.13 0.397

T12 90 - 85 L38x38x3.2 0.792 0.716 95.1 K=1.00

109 232 -1221.82 2578.43 0.474

T13 85 - 80 L38x38x3.2 0.975 0.899 119.5 K=1.00

72 232 -1240.63 1704.66 0.728

T14 80 - 75 L38x38x3.2 1.159 1.082 143.9 K=1.00

50 232 -1237.79 1175.78 1.053

T15 75 - 67.5 L38x38x5 1.388 1.312 176.1 K=1.00

33 340 -1280.90 1152.39 1.112

T16 67.5 - 60 L51x51x3.2 1.663 1.587 157.2 K=1.00

42 312 -1328.38 1328.28 1.000

T17 60 - 50 L51x51x4.8 1.984 1.908 190.7 K=1.00

28 461 -1417.74 1332.31 1.064

T18 50 - 40 L51x51x6.4 2.351 2.275 229.1 K=1.00

20 605 -1516.09 1210.77 1.252

T19 40 - 30 L64x64x8 2.718 2.642 212.7 K=1.00

23 942 -1638.07 2185.69 0.749

T20 30 - 20 L64x64x6.4 3.085 3.009 241.3 K=1.00

18 768 -1756.07 1384.73 1.268

T21 20 - 10 L38x38x6 1.307 1.231 166.0 K=1.00

37 444 -1831.19 1689.90 1.084

T22 10 - 0 L51x51x3.2 1.454 1.378 136.5 K=1.00

55 312 -1974.30 1761.72 1.121

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Page 54 of 71

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M

Date 15:44:40 03/25/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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 (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

T21 20 - 10 L64x64x6.4 2.615 2.539 203.6 K=1.00

25 768 -1831.19 1945.23 0.941

T22 10 - 0 L64x64x6.4 2.908 2.832 227.1 K=1.00

20 768 -1974.30 1562.96 1.263

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

T21 20 - 10 L76x76x6.4 3.922 3.846 255.8 K=1.00

16 929 -1831.19 1490.86 1.228

KL/R > 250 (C) - 1363 T22 10 - 0 L76x76x10 4.363 4.286 287.5

K=1.00 12 1361 -1974.30 1729.25 1.142

KL/R > 250 (C) - 1492

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

T21 20 - 10 L102x102x6.4 5.230 5.154 255.2 K=1.00

16 1252 -1831.19 2017.43 0.908

KL/R > 250 (C) - 1365 T22 10 - 0 L102x102x6.4 5.817 5.741 284.3

K=1.00 13 1252 -1974.30 1625.94 1.214

KL/R > 250 (C) - 1494

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

T6 120 - 115 L25x25x3 0.943 0.864 173.9 K=1.00

34 151 -367.66 525.06 0.700

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RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL ESTACION: AZALEA ESTADO

ACTUAL

Page 55 of 71

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M

Date 15:44:40 03/25/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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

T7 115 - 110 L38x38x3.2 1.433 1.329 176.6 K=1.00

33 232 -428.52 780.41 0.549

T8 110 - 105 L38x38x3.2 1.433 1.277 169.7 K=1.00

36 232 -598.05 845.27 0.708

T9 105 - 100 L38x38x3.2 1.433 1.277 169.7 K=1.00

36 232 -727.55 845.27 0.861

T10 100 - 95 L38x38x3.2 1.433 1.277 169.7 K=1.00

36 232 -971.00 845.27 1.149

T11 95 - 90 L38x38x5 1.433 1.277 171.3 K=1.00

35 340 -1157.45 1216.68 0.951

T12 90 - 85 L38x38x5 1.533 1.378 185.0 K=1.00

30 340 -1183.22 1043.63 1.134

T13 85 - 80 L38x38x5 1.646 1.514 203.3 K=1.00

25 340 -1046.99 864.67 1.211

T14 80 - 75 L38x38x5 1.770 1.653 221.9 K=1.00

21 340 -945.65 725.50 1.303

T15 75 - 67.5 L51x51x6.4 2.421 2.284 230.0 K=1.00

19 605 -1117.16 1200.86 0.930

T16 67.5 - 60 L51x51x4.8 2.603 2.483 248.1 K=1.00

17 461 -1039.63 786.82 1.321

T17 60 - 50 L64x64x6.4 3.314 3.184 255.3 K=1.00

16 768 -1183.93 1236.58 0.957

KL/R > 250 (C) - 1107 T18 50 - 40 L64x64x6.4 3.565 3.449 276.5

K=1.00 13 768 -1149.34 1054.03 1.090

KL/R > 250 (C) - 1171 T19 40 - 30 L64x64x6.4 3.835 3.728 298.9

K=1.00 12 768 -1155.40 902.26 1.281

KL/R > 250 (C) - 1235 T20 30 - 20 L64x64x10 4.119 4.019 324.9

K=1.00 10 1116 -1172.32 1110.25 1.056

KL/R > 250 (C) - 1299 T21 20 - 10 L51x51x6.4 2.317 2.166 218.1

K=1.00 22 605 -1622.61 1335.57 1.215

T22 10 - 0 L51x51x6.4 2.394 2.255 227.1 K=1.00

20 605 -1625.05 1232.10 1.319

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

T21 20 - 10 L64x64x6.4 3.180 3.082 247.1 K=1.00

17 768 -1113.51 1319.75 0.844

T22 10 - 0 L64x64x6.4 3.413 3.319 266.1 K=1.00

15 768 -1158.39 1138.19 1.018

KL/R > 250 (C) - 1493

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RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL ESTACION: AZALEA ESTADO

ACTUAL

Page 56 of 71

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M

Date 15:44:40 03/25/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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

T21 20 - 10 L64x64x8 4.275 4.189 337.3 K=1.00

9 942 -997.94 869.47 1.148

KL/R > 250 (C) - 1366 T22 10 - 0 L76x76x6.4 4.668 4.584 304.9

K=1.00 11 929 -1056.36 1049.49 1.007

KL/R > 250 (C) - 1495

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

T21 20 - 10 L64x64x6.4 3.961 3.872 310.5 K=1.00

11 768 -1109.43 836.09 1.327

KL/R > 250 (C) - 1367 T22 10 - 0 L76x76x6.4 4.281 4.195 279.0

K=1.00 13 929 -1162.44 1253.30 0.927

KL/R > 250 (C) - 1496

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

T7 115 - 110 L38x38x3.2 0.990 0.990 131.6 K=1.00

59 232 -40.41 1405.86 0.029

T8 110 - 105 L38x38x3.2 0.990 0.990 131.6 K=1.00

59 232 -24.75 1405.86 0.018

T9 105 - 100 L38x38x3.2 0.990 0.990 131.6 K=1.00

59 232 -30.02 1405.86 0.021

T10 100 - 95 L38x38x3.2 0.990 0.990 131.6 K=1.00

59 232 -15.25 1405.86 0.011

T11 95 - 90 L38x38x3.2 0.990 0.990 131.6 K=1.00

59 232 -12.70 1405.86 0.009

T12 90 - 85 L38x38x3.2 1.120 1.120 148.8 K=1.00

46 232 -35.52 1098.95 0.032

T13 85 - 80 L38x38x3.2 1.379 1.379 183.3 K=1.00

31 232 -13.34 724.34 0.018

T14 80 - 75 L38x38x3.2 1.639 1.639 217.8 K=1.00

22 232 -8.28 513.11 0.016

T15 75 - 67.5 L38x38x5 1.963 1.963 263.4 K=1.00

15 340 -11.09 514.67 0.022

KL/R > 250 (C) - 967 T16 67.5 - 60 L38x38x5 2.352 2.352 315.7

K=1.00 10 340 -7.19 358.46 0.020*

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RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL ESTACION: AZALEA ESTADO

ACTUAL

Page 57 of 71

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M

Date 15:44:40 03/25/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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) - 1058 T17 60 - 50 L51x51x3.2 2.806 2.806 277.9

K=1.00 13 312 -12.02 424.83 0.028*

KL/R > 250 (C) - 1122 T18 50 - 40 L51x51x3.2 3.325 3.325 329.3

K=1.00 9 312 -13.83 302.56 0.046*

KL/R > 250 (C) - 1186 T19 40 - 30 L51x51x3.2 3.844 3.844 380.7

K=1.00 7 312 -15.84 226.38 0.070*

KL/R > 250 (C) - 1250 T20 30 - 20 L51x51x3.2 4.363 4.363 432.1

K=1.00 6 312 -18.03 175.73 0.103*

KL/R > 250 (C) - 1314 T21 20 - 10 L51x51x3.2 1.849 1.849 183.1

K=1.00 31 312 -53.32 978.49 0.054

T22 10 - 0 L51x51x3.2 2.057 2.057 203.7 K=1.00

25 312 -63.50 790.97 0.080

* DL controls

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

T21 20 - 10 L51x51x3.2 3.698 3.698 366.2 K=1.00

8 312 -14.23 244.62 0.058

KL/R > 250 (C) - 1434 T22 10 - 0 L51x51x3.2 4.113 4.113 407.3

K=1.00 6 312 -16.98 197.74 0.086

KL/R > 250 (C) - 1499

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

T21 20 - 10 L51x51x3.2 5.547 5.547 549.3 K=1.00

3 312 -32.16 108.72 0.296

KL/R > 250 (C) - 1436 T22 10 - 0 L51x51x3.2 6.170 6.170 611.0

K=1.00 3 312 -35.88 87.88 0.408

KL/R > 250 (C) - 1565

Redundant Hip (4) Design Data (Compression)

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RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL ESTACION: AZALEA ESTADO

ACTUAL

Page 58 of 71

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M

Date 15:44:40 03/25/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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

T21 20 - 10 L51x51x3.2 7.396 7.396 732.5 K=1.00

2 312 -11.20 61.16 0.183

KL/R > 250 (C) - 1374 T22 10 - 0 L51x51x3.2 8.226 8.226 814.7

K=1.00 2 312 -10.34 49.44 0.209*

KL/R > 250 (C) - 1503

* DL controls

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

T21 20 - 10 L64x64x4.8 8.632 8.632 686.6 K=1.00

2 582 -18.09 129.62 0.140

KL/R > 250 (C) - 1404 T22 10 - 0 L64x64x4.8 9.548 9.548 759.4

K=1.00 2 582 -20.15 105.93 0.190

KL/R > 250 (C) - 1533

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

T12 90 - 85 L51x51x4.8 3.960 3.807 380.5 K=1.00

7 461 -367.57 334.60 1.099

KL/R > 250 (C) - 733 T21 20 - 10 L76x76x6.4 9.245 9.245 614.8

K=1.00 3 929 -196.46 258.03 0.761

KL/R > 250 (C) - 1324 T22 10 - 0 L76x76x6.4 14.542 14.542 967.1

K=1.00 1 929 -60.80 104.29 0.583

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

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RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL ESTACION: AZALEA ESTADO

ACTUAL

Page 59 of 71

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M

Date 15:44:40 03/25/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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 150 - 144 L64x64x6.4 6.000 1.000 51.2 224 526 971.42 12014.53 0.081

T2 144 - 138 L64x64x6.4 6.000 1.000 51.2 224 526 4752.24 12014.53 0.396

T3 138 - 132 L76x76x10 6.000 1.000 43.1 224 998 11726.73 22812.89 0.514

T4 132 - 126 L76x76x10 6.000 1.000 43.1 224 998 22122.43 22812.89 0.970

T5 126 - 120 L102x102x12.7 6.000 1.000 32.3 224 1935 35616.67 44225.27 0.805

T6 120 - 115 L102x102x12.7 5.111 1.278 41.2 224 1935 31563.33 44225.27 0.714

T7 115 - 110 L102x102x12.7 5.000 1.250 40.3 224 1935 27084.60 44225.27 0.612

T8 110 - 105 L152x152x13 5.000 1.250 26.5 224 3226 37601.55 73708.78 0.510

T9 105 - 100 L152x152x16 5.000 1.250 26.7 224 3881 46294.56 88690.03 0.522

T10 100 - 95 L152x152x16 5.000 1.250 26.7 224 3881 60327.35 88690.03 0.680

T11 95 - 90 L152x152x19 5.000 1.250 26.9 224 4478 72552.57 102312.32 0.709

T12 90 - 85 2L 152x152x9.5 5.027 1.257 26.3 224 5142 78222.03 117494.06 0.666

T13 85 - 80 2L 152x152x9.5 5.027 1.257 26.3 224 5142 76206.26 117494.06 0.649

T14 80 - 75 2L 152x152x9.5 5.027 1.257 26.3 224 5142 74687.63 117494.06 0.636

T15 75 - 67.5 2L 152x152x9.5 7.540 1.885 39.5 224 5142 74882.22 117494.06 0.637

T16 67.5 - 60 2L 152x152x9.5 7.540 1.885 39.5 224 5142 76805.46 117494.06 0.654

T17 60 - 50 2L152x152x12.7 10.054 2.513 53.2 224 6774 80455.06 154791.16 0.520

T18 50 - 40 2L152x152x12.7 10.054 2.513 53.2 224 6774 84879.40 154791.16 0.548

T19 40 - 30 2L152x152x12.7 10.054 2.513 53.2 224 6774 90637.31 154791.16 0.586

T20 30 - 20 2L152x152x12.7 10.054 2.513 53.2 224 6774 95867.68 154791.16 0.619

T21 20 - 10 2L152x152x12.7 10.054 2.011 42.6 224 6774 98614.18 154791.16 0.637

T22 10 - 0 2L152x152x12.7 10.054 2.011 42.6 224 6774 103177.78 154791.16 0.667

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

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RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL ESTACION: AZALEA ESTADO

ACTUAL

Page 60 of 71

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M

Date 15:44:40 03/25/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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 150 - 144 L51x51x4.8 1.193 1.134 72.4 224 278 338.88 6350.48 0.053

T2 144 - 138 L51x51x4.8 1.193 1.134 72.4 224 278 698.67 6350.48 0.110

T3 138 - 132 L51x51x4.8 1.193 1.123 71.6 224 278 1071.31 6350.48 0.169

T4 132 - 126 L64x64x4.8 1.193 1.123 56.8 224 368 1450.87 8418.00 0.172

T5 126 - 120 L64x64x4.8 1.193 1.099 55.6 224 368 2762.79 8418.00 0.328

T6 120 - 115 L64x64x6.4 1.421 1.353 69.3 224 485 5295.06 11083.94 0.478

T7 115 - 110 L64x64x6.4 2.865 1.433 73.3 224 485 3485.83 11083.94 0.314

T8 110 - 105 L64x64x6.4 2.865 1.433 73.3 224 485 3747.96 11083.94 0.338

T9 105 - 100 L76x76x6.4 2.865 1.433 60.6 224 606 4913.45 13848.04 0.355

T10 100 - 95 L76x76x6.4 2.865 1.433 60.6 224 606 4983.71 13848.04 0.360

T11 95 - 90 L76x76x6.4 2.865 1.433 60.6 224 606 6502.11 13848.04 0.470

T12 90 - 85 L76x76x6.4 2.871 1.436 60.8 224 606 3406.66 13848.04 0.246

T13 85 - 80 L76x76x6.4 3.067 1.533 64.9 224 606 1423.19 13848.04 0.103

T14 80 - 75 L76x76x6.4 3.292 1.646 69.7 224 606 912.01 13848.04 0.066

T15 75 - 67.5 L76x76x6.4 4.842 2.421 102.5 224 606 1192.70 13848.04 0.086

T16 67.5 - 60 L76x76x6.4 5.207 2.603 110.2 224 606 1502.97 13848.04 0.109

T17 60 - 50 L102x102x6.4 6.628 3.314 104.4 224 848 2224.44 19376.20 0.115

T18 50 - 40 L102x102x6.4 6.628 3.314 104.4 224 848 2787.07 19376.20 0.144

T19 40 - 30 L102x102x6.4 7.130 3.565 112.3 224 848 3302.55 19376.20 0.170

T20 30 - 20 L102x102x6.4 7.669 3.835 120.8 224 848 3762.78 19376.20 0.194

T21 20 - 10 L102x102x6.4 12.386 2.477 78.0 224 848 5381.19 19376.20 0.278

T22 10 - 0 L102x102x9.5 12.830 2.566 82.1 224 1248 6094.06 28511.46 0.214

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

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RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL ESTACION: AZALEA ESTADO

ACTUAL

Page 61 of 71

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M

Date 15:44:40 03/25/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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 150 - 144 L38x38x3.2 1.300 1.236 104.7 224 136 20.98 3109.59 0.007

T2 144 - 138 L38x38x3.2 1.300 1.236 104.7 224 136 34.22 3109.59 0.011

T3 138 - 132 L38x38x3.2 1.300 1.224 103.6 224 129 93.41 2936.83 0.032

T4 132 - 126 L38x38x3.2 1.300 1.224 103.6 224 129 195.08 2936.83 0.066

T5 126 - 120 L38x38x3.2 1.300 1.198 101.4 224 129 373.54 2936.83 0.127

T6 120 - 115 L51x51x3.2 2.425 2.323 146.1 224 189 258.95 4318.88 0.060

T7 115 - 110 L51x51x4.8 2.800 2.698 172.2 224 278 114.11 6350.48 0.018

T8 110 - 105 L51x51x4.8 2.800 2.648 168.9 224 278 180.88 6350.48 0.028

T9 105 - 100 L51x51x3.2 2.800 2.648 166.4 224 189 225.20 4318.88 0.052

T10 100 - 95 L51x51x4.8 2.800 2.648 168.9 224 278 366.46 6350.48 0.058

T11 95 - 90 L51x51x4.8 2.800 2.648 168.9 224 278 247.05 6350.48 0.039

T12 90 - 85 L64x64x6.4 3.167 1.507 77.2 224 485 267.95 11083.94 0.024

T13 85 - 80 L64x64x6.4 3.901 3.748 191.9 224 485 299.04 11083.94 0.027

T14 80 - 75 L64x64x6.4 4.635 4.482 229.5 224 485 171.61 11083.94 0.015

T15 75 - 67.5 L64x64x6.4 5.552 5.400 276.4 224 485 103.11 11083.94 0.009

T16 67.5 - 60 L64x64x6.4 6.653 6.500 332.8 224 485 60.64 11083.94 0.005

T17 60 - 50 L76x76x6.4 7.937 7.785 329.5 224 606 64.09 13848.04 0.005

T18 50 - 40 L76x76x6.4 9.405 9.253 391.7 224 606 58.96 13848.04 0.004

T19 40 - 30 L76x76x6.4 10.873 10.720 453.8 224 606 39.64 13848.04 0.003

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 150 - 144 L51x51x4.8 1.300 1.236 78.9 224 278 7.39 6350.48 0.001

T6 120 - 115 L51x51x4.8 1.300 1.198 76.5 224 278 2029.51 6350.48 0.320

T7 115 - 110 L51x51x4.8 2.800 2.698 172.2 224 278 2033.10 6350.48 0.320

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Page 62 of 71

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M

Date 15:44:40 03/25/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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 90 - 85 L76x76x6.4 2.800 2.648 112.1 224 606 2236.39 13848.04 0.161

T21 20 - 10 L102x102x6.4 13.074 3.269 102.9 224 848 3298.44 19376.20 0.170

T22 10 - 0 L102x102x6.4 14.542 3.636 114.5 224 848 3945.40 19376.20 0.204

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 115 - 110 L38x38x3.2 0.700 0.649 54.9 207 232 418.75 4890.32 0.086

T8 110 - 105 L38x38x3.2 0.700 0.624 52.8 207 232 584.42 4890.32 0.120

T9 105 - 100 L38x38x3.2 0.700 0.624 52.8 207 232 710.97 4890.32 0.145

T10 100 - 95 L38x38x3.2 0.700 0.624 52.8 207 232 942.48 4890.32 0.193

T11 95 - 90 L38x38x3.2 0.700 0.624 52.8 207 232 1112.19 4890.32 0.227

T12 90 - 85 L38x38x3.2 0.792 0.716 60.6 207 232 1221.82 4890.32 0.250

T13 85 - 80 L38x38x3.2 0.975 0.899 76.1 207 232 1240.63 4890.32 0.254

T14 80 - 75 L38x38x3.2 1.159 1.082 91.6 207 232 1237.79 4890.32 0.253

T15 75 - 67.5 L38x38x5 1.388 1.312 113.1 207 340 1280.90 7175.97 0.178

T16 67.5 - 60 L51x51x3.2 1.663 1.587 99.8 207 312 1328.38 6591.29 0.202

T17 60 - 50 L51x51x4.8 1.984 1.908 121.8 207 461 1417.74 9729.56 0.146

T18 50 - 40 L51x51x6.4 2.351 2.275 147.1 207 605 1516.09 12764.09 0.119

T19 40 - 30 L64x64x8 2.718 2.642 136.7 207 942 1638.07 19867.35 0.082

T20 30 - 20 L64x64x6.4 3.085 3.009 154.0 207 768 1756.07 16193.25 0.108

T21 20 - 10 L38x38x6 1.307 1.231 108.0 207 444 1831.19 9355.35 0.196

T22 10 - 0 L51x51x3.2 1.454 1.378 86.6 207 312 1974.30 6591.29 0.300

Redundant Horizontal (2) Design Data (Tension)

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Page 63 of 71

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M

Date 15:44:40 03/25/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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

T21 20 - 10 L64x64x6.4 2.615 2.539 130.0 207 768 1831.19 16193.25 0.113

T22 10 - 0 L64x64x6.4 2.908 2.832 145.0 207 768 1974.30 16193.25 0.122

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

T21 20 - 10 L76x76x6.4 3.922 3.846 162.8 207 929 1831.19 19595.20 0.093

T22 10 - 0 L76x76x10 4.363 4.286 184.8 207 1361 1974.30 28712.41 0.069

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

T21 20 - 10 L102x102x6.4 5.230 5.154 162.3 207 1252 1831.19 26399.08 0.069

T22 10 - 0 L102x102x6.4 5.817 5.741 180.8 207 1252 1974.30 26399.08 0.075

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

T6 120 - 115 L25x25x3 0.814 0.734 95.0 207 151 459.24 3189.32 0.144

T7 115 - 110 L38x38x3.2 1.433 1.329 112.5 207 232 428.52 4890.32 0.088

T8 110 - 105 L38x38x3.2 1.433 1.277 108.1 207 232 598.05 4890.32 0.122

T9 105 - 100 L38x38x3.2 1.433 1.277 108.1 207 232 727.55 4890.32 0.149

T10 100 - 95 L38x38x3.2 1.433 1.277 108.1 207 232 970.11 4890.32 0.198

T11 95 - 90 L38x38x5 1.433 1.277 110.1 207 340 1252.14 7175.97 0.174

T12 90 - 85 L38x38x5 1.533 1.378 118.8 207 340 1183.22 7175.97 0.165

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ACTUAL

Page 64 of 71

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M

Date 15:44:40 03/25/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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

T13 85 - 80 L38x38x5 1.646 1.514 130.6 207 340 1046.99 7175.97 0.146

T14 80 - 75 L38x38x5 1.770 1.653 142.5 207 340 945.65 7175.97 0.132

T15 75 - 67.5 L51x51x6.4 2.421 2.284 147.7 207 605 1117.16 12764.09 0.088

T16 67.5 - 60 L51x51x4.8 2.603 2.483 158.4 207 461 1039.63 9729.56 0.107

T17 60 - 50 L64x64x6.4 3.314 3.184 163.0 207 768 1183.93 16193.25 0.073

T18 50 - 40 L64x64x6.4 3.565 3.449 176.6 207 768 1149.34 16193.25 0.071

T19 40 - 30 L64x64x6.4 3.835 3.728 190.8 207 768 1155.40 16193.25 0.071

T20 30 - 20 L64x64x10 4.119 4.019 210.1 207 1116 1172.32 23541.45 0.050

T21 20 - 10 L51x51x6.4 2.317 2.166 140.0 207 605 1622.61 12764.09 0.127

T22 10 - 0 L51x51x6.4 2.394 2.255 145.8 207 605 1625.05 12764.09 0.127

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

T21 20 - 10 L64x64x6.4 3.180 3.082 157.8 207 768 1113.51 16193.25 0.069

T22 10 - 0 L64x64x6.4 3.413 3.319 169.9 207 768 1158.39 16193.25 0.072

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

T21 20 - 10 L64x64x8 4.275 4.189 216.7 207 942 997.94 19867.35 0.050

T22 10 - 0 L76x76x6.4 4.668 4.584 194.1 207 929 1056.36 19595.20 0.054

Redundant Diagonal (4) Design Data (Tension)

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Page 65 of 71

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M

Date 15:44:40 03/25/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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

T21 20 - 10 L64x64x6.4 3.961 3.872 198.2 207 768 1109.43 16193.25 0.069

T22 10 - 0 L76x76x6.4 4.281 4.195 177.6 207 929 1162.44 19595.20 0.059

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

T7 115 - 110 L38x38x3.2 0.990 0.990 83.8 207 232 55.21 4890.32 0.011

T8 110 - 105 L38x38x3.2 0.990 0.990 83.8 207 232 49.79 4890.32 0.010

T9 105 - 100 L38x38x3.2 0.990 0.990 83.8 207 232 42.51 4890.32 0.009

T10 100 - 95 L38x38x3.2 0.990 0.990 83.8 207 232 38.04 4890.32 0.008

T11 95 - 90 L38x38x3.2 0.990 0.990 83.8 207 232 23.29 4890.32 0.005

T12 90 - 85 L38x38x3.2 1.120 1.120 94.8 207 232 25.14 4890.32 0.005

T13 85 - 80 L38x38x3.2 1.379 1.379 116.7 207 232 7.01 4890.32 0.001

T14 80 - 75 L38x38x3.2 1.639 1.639 138.7 207 232 1.65 4890.32 0.000

T15 75 - 67.5 L38x38x5 1.963 1.963 169.2 207 340 1.17 7175.97 0.000

T21 20 - 10 L51x51x3.2 1.849 1.849 116.2 207 312 32.23 6591.29 0.005

T22 10 - 0 L51x51x3.2 2.057 2.057 129.3 207 312 43.03 6591.29 0.007

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

T21 20 - 10 L51x51x3.2 3.698 3.698 232.5 207 312 0.92 6591.29 0.000

Redundant Hip (3) Design Data (Tension)

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Page 66 of 71

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M

Date 15:44:40 03/25/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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

T21 20 - 10 L51x51x3.2 5.547 5.547 348.7 207 312 13.13 6591.29 0.002

T22 10 - 0 L51x51x3.2 6.170 6.170 387.9 207 312 13.78 6591.29 0.002

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

T21 20 - 10 L64x64x4.8 3.602 3.602 182.3 207 582 48.17 12274.21 0.004

T22 10 - 0 L64x64x4.8 3.879 3.879 196.3 207 582 47.73 12274.21 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

T12 90 - 85 L51x51x4.8 3.960 3.807 242.9 207 461 157.95 9729.56 0.016

T21 20 - 10 L76x76x6.4 9.245 9.245 391.4 207 929 173.76 19595.20 0.009

T22 10 - 0 L76x76x6.4 10.283 10.283 435.3 207 929 86.45 19595.20 0.004

Section Capacity Table Section

No. Elevation

m Component

Type Size Critical

Element P kg

SF*Pallow kg

% Capacity

Pass Fail

T1 150 - 144 Leg L64x64x6.4 3 -1341.02 13653.41 9.8 Pass Diagonal L51x51x4.8 14 -348.31 5024.11 6.9 Pass Horizontal L38x38x3.2 52 -20.45 2957.55 0.7

1.0 (b) Pass

Top Girt L51x51x4.8 6 -9.77 8314.09 0.1 0.2 (b)

Pass

T2 144 - 138 Leg L64x64x6.4 71 -5493.55 13653.41 40.2 Pass Diagonal L51x51x4.8 78 -712.88 5024.11 14.2 Pass Horizontal L38x38x3.2 82 -37.86 2957.55 1.3

1.6 (b) Pass

T3 138 - 132 Leg L76x76x10 135 -12690.20 27396.61 46.3 Pass Diagonal L51x51x4.8 142 -1089.04 5128.93 21.2 Pass Horizontal L38x38x3.2 146 -97.15 3013.28 3.2

3.9 (b) Pass

T4 132 - 126 Leg L76x76x10 199 -22943.30 27396.61 83.7 Pass

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Page 67 of 71

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M

Date 15:44:40 03/25/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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 L64x64x4.8 215 -1453.59 9314.70 15.6 Pass Horizontal L38x38x3.2 210 -214.17 3013.28 7.1

8.1 (b) Pass

T5 126 - 120 Leg L102x102x12.7 263 -35203.36 55090.27 63.9 Pass Diagonal L64x64x4.8 266 2762.79 11221.19 24.6

25.0 (b) Pass

Horizontal L38x38x3.2 274 -428.65 3123.41 13.7 15.6 (b)

Pass

T6 120 - 115 Leg L102x102x12.7 327 -31171.46 49801.86 62.6 Pass Diagonal L64x64x6.4 389 5295.06 14774.89 35.8

47.6 (b) Pass

Horizontal L51x51x3.2 348 -314.83 2049.86 15.4 Pass Top Girt L51x51x4.8 330 -2360.72 8520.57 27.7 Pass Redund Diag 1

Bracing L25x25x3 362 -367.66 699.91 52.5 Pass

T7 115 - 110 Leg L102x102x12.7 407 -27916.98 50360.67 55.4 Pass Diagonal L64x64x6.4 424 -3404.83 8142.19 41.8 Pass Horizontal L51x51x4.8 413 -143.99 2177.60 6.6 Pass Top Girt L51x51x4.8 412 -1714.75 2177.60 78.7 Pass Redund Horz 1

Bracing L38x38x3.2 425 -418.75 3851.43 10.9 Pass

Redund Diag 1 Bracing

L38x38x3.2 426 -428.52 1040.29 41.2 Pass

Redund Hip 1 Bracing

L38x38x3.2 427 -40.41 1874.02 2.2 Pass

T8 110 - 105 Leg L152x152x13 475 -38961.01 88969.57 43.8 58.1 (b)

Pass

Diagonal L64x64x6.4 493 -3728.50 8142.19 45.8 Pass Horizontal L51x51x4.8 500 -247.53 2261.97 10.9 Pass Redund Horz 1

Bracing L38x38x3.2 519 -584.42 4003.17 14.6 Pass

Redund Diag 1 Bracing

L38x38x3.2 490 -598.05 1126.74 53.1 Pass

Redund Hip 1 Bracing

L38x38x3.2 535 -24.75 1874.02 1.3 Pass

T9 105 - 100 Leg L152x152x16 539 -47397.69 110012.82 43.1 Pass Diagonal L76x76x6.4 552 -4925.83 13739.81 35.9

44.3 (b) Pass

Horizontal L51x51x3.2 564 -306.49 1578.58 19.4 Pass Redund Horz 1

Bracing L38x38x3.2 553 -710.97 4003.17 17.8 Pass

Redund Diag 1 Bracing

L38x38x3.2 559 -727.55 1126.74 64.6 Pass

Redund Hip 1 Bracing

L38x38x3.2 555 -30.02 1874.02 1.6 Pass

T10 100 - 95 Leg L152x152x16 603 -62080.94 110012.82 56.4 Pass Diagonal L76x76x6.4 616 -4984.57 13739.81 36.3

44.8 (b) Pass

Horizontal L51x51x4.8 628 -479.67 2261.97 21.2 Pass Redund Horz 1

Bracing L38x38x3.2 617 -931.21 4003.17 23.3 Pass

Redund Diag 1 Bracing

L38x38x3.2 615 -971.00 1126.74 86.2 Pass

Redund Hip 1 Bracing

L38x38x3.2 619 -15.25 1874.02 0.8 Pass

T11 95 - 90 Leg L152x152x19 667 -74146.04 130331.70 56.9 Pass Diagonal L76x76x6.4 680 -6122.77 13739.81 44.6

58.4 (b) Pass

Horizontal L51x51x4.8 692 -390.23 2261.97 17.3 Pass Redund Horz 1

Bracing L38x38x3.2 702 -1191.86 4003.17 29.8 Pass

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RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL ESTACION: AZALEA ESTADO

ACTUAL

Page 68 of 71

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M

Date 15:44:40 03/25/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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

L38x38x5 712 -1157.45 1621.83 71.4 Pass

Redund Hip 1 Bracing

L38x38x3.2 728 -12.70 1874.02 0.7 Pass

T12 90 - 85 Leg 2L 152x152x9.5 731 -81237.51 115478.15 70.3 Pass Diagonal L76x76x6.4 799 3406.66 18459.44 18.5

30.6 (b) Pass

Horizontal L64x64x6.4 762 -444.57 14083.00 3.2 8.0 (b)

Pass

Top Girt L76x76x6.4 736 -2711.93 4193.88 64.7 Pass Redund Horz 1

Bracing L38x38x3.2 756 -1221.82 3437.04 35.5 Pass

Redund Diag 1 Bracing

L38x38x5 787 -1183.22 1391.15 85.1 Pass

Redund Hip 1 Bracing

L38x38x3.2 803 -35.52 1464.90 2.4 Pass

Inner Bracing L51x51x4.8 733 -367.57 446.02 82.4 Pass T13 85 - 80 Leg 2L 152x152x9.5 806 -82488.06 115478.15 71.4 Pass

Diagonal L76x76x6.4 863 1423.19 18459.44 7.7 12.8 (b)

Pass

Horizontal L64x64x6.4 831 -472.43 2917.50 16.2 Pass Redund Horz 1

Bracing L38x38x3.2 825 -1240.63 2272.32 54.6 Pass

Redund Diag 1 Bracing

L38x38x5 851 -1046.99 1152.60 90.8 Pass

Redund Hip 1 Bracing

L38x38x3.2 839 -13.34 965.54 1.4 Pass

T14 80 - 75 Leg 2L 152x152x9.5 870 -82298.92 115478.15 71.3 Pass Diagonal L76x76x6.4 883 -1100.61 9378.98 11.7 Pass Horizontal L64x64x6.4 895 -377.44 2040.34 18.5 Pass Redund Horz 1

Bracing L38x38x3.2 884 -1237.79 1567.31 79.0 Pass

Redund Diag 1 Bracing

L38x38x5 915 -945.65 967.09 97.8 Pass

Redund Hip 1 Bracing

L38x38x3.2 903 -8.28 683.97 1.2 Pass

T15 75 - 67.5 Leg 2L 152x152x9.5 934 -85165.62 102661.62 83.0 Pass Diagonal L76x76x6.4 947 -1059.76 5014.96 21.1 Pass Horizontal L64x64x6.4 959 -371.34 1405.97 26.4 Pass Redund Horz 1

Bracing L38x38x5 948 -1280.90 1536.14 83.4 Pass

Redund Diag 1 Bracing

L51x51x6.4 979 -1117.16 1600.75 69.8 Pass

Redund Hip 1 Bracing

L38x38x5 967 -11.09 686.05 1.6 Pass

T16 67.5 - 60 Leg 2L 152x152x9.5 998 -88322.62 102661.62 86.0 Pass Diagonal L76x76x6.4 1011 -1662.36 4337.78 38.3 Pass Horizontal L64x64x6.4 1023 -333.40 970.16 34.4 Pass Redund Horz 1

Bracing L51x51x3.2 1012 -1328.38 1770.59 75.0 Pass

Redund Diag 1 Bracing

L51x51x4.8 1043 -1039.63 1048.82 99.1 Pass

Redund Hip 1 Bracing

L38x38x5 1058 -7.19 358.46 2.0 Pass

T17 60 - 50 Leg 2L152x152x12.7 1062 -94263.32 126757.68 74.4 Pass Diagonal L102x102x6.4 1075 -2373.84 6503.37 36.5 Pass Horizontal L76x76x6.4 1087 -348.21 1197.21 29.1 Pass Redund Horz 1

Bracing L51x51x4.8 1106 -1417.74 1775.96 79.8 Pass

Redund Diag 1 Bracing

L64x64x6.4 1107 -1183.93 1648.36 71.8 Pass

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ACTUAL

Page 69 of 71

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M

Date 15:44:40 03/25/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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 Hip 1 Bracing

L51x51x3.2 1122 -12.02 424.83 2.8 Pass

T18 50 - 40 Leg 2L152x152x12.7 1126 -100803.22 126758.29 79.5 Pass Diagonal L102x102x6.4 1139 -3071.06 5620.26 54.6 Pass Horizontal L76x76x6.4 1151 -323.65 847.46 38.2 Pass Redund Horz 1

Bracing L51x51x6.4 1140 -1516.09 1613.96 93.9 Pass

Redund Diag 1 Bracing

L64x64x6.4 1171 -1149.34 1405.02 81.8 Pass

Redund Hip 1 Bracing

L51x51x3.2 1186 -13.83 302.56 4.6 Pass

T19 40 - 30 Leg 2L152x152x12.7 1190 -108913.46 126758.29 85.9 Pass Diagonal L102x102x6.4 1203 -3418.62 4857.73 70.4 Pass Horizontal L76x76x6.4 1215 -317.35 631.28 50.3 Pass Redund Horz 1

Bracing L64x64x8 1204 -1638.07 2913.53 56.2 Pass

Redund Diag 1 Bracing

L64x64x6.4 1235 -1155.40 1202.72 96.1 Pass

Redund Hip 1 Bracing

L51x51x3.2 1250 -15.84 226.38 7.0 Pass

T20 30 - 20 Leg 2L152x152x12.7 1254 -116759.24 126758.29 92.1 Pass Diagonal L102x102x6.4 1267 -3901.49 4209.50 92.7 Pass Horizontal L76x76x6.4 1256 -287.95 488.39 59.0 Pass Redund Horz 1

Bracing L64x64x6.4 1273 -1756.07 1845.84 95.1 Pass

Redund Diag 1 Bracing

L64x64x10 1299 -1172.32 1479.97 79.2 Pass

Redund Hip 1 Bracing

L51x51x3.2 1314 -18.03 175.73 10.3 Pass

T21 20 - 10 Leg 2L152x152x12.7 1318 -121753.75 149296.20 81.6 Pass Diagonal L102x102x6.4 1339 -5836.10 20341.56 28.7

52.4 (b) Pass

Top Girt L102x102x6.4 1321 -3321.78 15746.61 21.1 29.6 (b)

Pass

Redund Horz 1 Bracing

L38x38x6 1360 -1831.19 2252.64 81.3 Pass

Redund Horz 2 Bracing

L64x64x6.4 1379 -1831.19 2592.99 70.6 Pass

Redund Horz 3 Bracing

L76x76x6.4 1363 -1831.19 1987.32 92.1 Pass

Redund Horz 4 Bracing

L102x102x6.4 1365 -1831.19 2689.24 68.1 Pass

Redund Diag 1 Bracing

L51x51x6.4 1362 -1622.61 1780.31 91.1 Pass

Redund Diag 2 Bracing

L64x64x6.4 1364 -1113.51 1759.23 63.3 Pass

Redund Diag 3 Bracing

L64x64x8 1366 -997.94 1159.00 86.1 Pass

Redund Diag 4 Bracing

L64x64x6.4 1367 -1109.43 1114.51 99.5 Pass

Redund Hip 1 Bracing

L51x51x3.2 1433 -53.32 1304.32 4.1 Pass

Redund Hip 2 Bracing

L51x51x3.2 1434 -14.23 326.08 4.4 Pass

Redund Hip 3 Bracing

L51x51x3.2 1436 -32.16 144.92 22.2 Pass

Redund Hip 4 Bracing

L51x51x3.2 1374 -11.20 81.52 13.7 Pass

Redund Hip Diagonal Bracing

L64x64x4.8 1404 -18.09 172.78 10.5 Pass

Inner Bracing L76x76x6.4 1324 -196.46 343.95 57.1 Pass

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RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL ESTACION: AZALEA ESTADO

ACTUAL

Page 70 of 71

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M

Date 15:44:40 03/25/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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

T22 10 - 0 Leg 2L152x152x12.7 1447 -131268.76 149296.20 87.9 Pass Diagonal L102x102x9.5 1468 -6691.85 32133.41 20.8

60.1 (b) Pass

Top Girt L102x102x6.4 1450 -4075.08 13340.87 30.5 35.4 (b)

Pass

Redund Horz 1 Bracing

L51x51x3.2 1489 -1974.30 2348.37 84.1 Pass

Redund Horz 2 Bracing

L64x64x6.4 1508 -1974.30 2083.42 94.8 Pass

Redund Horz 3 Bracing

L76x76x10 1492 -1974.30 2305.09 85.6 Pass

Redund Horz 4 Bracing

L102x102x6.4 1494 -1974.30 2167.38 91.1 Pass

Redund Diag 1 Bracing

L51x51x6.4 1491 -1625.05 1642.39 98.9 Pass

Redund Diag 2 Bracing

L64x64x6.4 1511 -1158.39 1517.20 76.4 Pass

Redund Diag 3 Bracing

L76x76x6.4 1495 -1056.36 1398.96 75.5 Pass

Redund Diag 4 Bracing

L76x76x6.4 1496 -1162.44 1670.65 69.6 Pass

Redund Hip 1 Bracing

L51x51x3.2 1562 -63.50 1054.36 6.0 Pass

Redund Hip 2 Bracing

L51x51x3.2 1499 -16.98 263.59 6.4 Pass

Redund Hip 3 Bracing

L51x51x3.2 1565 -35.88 117.15 30.6 Pass

Redund Hip 4 Bracing

L51x51x3.2 1503 -10.34 49.44 20.9 Pass

Redund Hip Diagonal Bracing

L64x64x4.8 1533 -20.15 141.21 14.3 Pass

Inner Bracing L76x76x6.4 1457 -60.80 139.02 43.7 Pass Summary Leg (T20) 92.1 Pass Diagonal

(T20) 92.7 Pass

Horizontal (T20)

59.0 Pass

Top Girt (T7)

78.7 Pass

Redund Horz 1 Bracing (T20)

95.1 Pass

Redund Horz 2 Bracing (T22)

94.8 Pass

Redund Horz 3 Bracing (T21)

92.1 Pass

Redund Horz 4 Bracing (T22)

91.1 Pass

Redund Diag 1 Bracing (T16)

99.1 Pass

Redund 76.4 Pass

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RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL ESTACION: AZALEA ESTADO

ACTUAL

Page 71 of 71

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M

Date 15:44:40 03/25/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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

Diag 2 Bracing (T22)

Redund Diag 3 Bracing (T21)

86.1 Pass

Redund Diag 4 Bracing (T21)

99.5 Pass

Redund Hip 1 Bracing

(T20)

10.3 Pass

Redund Hip 2 Bracing

(T22)

6.4 Pass

Redund Hip 3 Bracing

(T22)

30.6 Pass

Redund Hip 4 Bracing

(T22)

20.9 Pass

Redund Hip Diagonal Bracing (T22)

14.3 Pass

Inner Bracing (T12)

82.4 Pass

Bolt Checks 66.4 Pass RATING = 99.5 Pass

Program Version 5.3.1.0 - 1/16/2009 File:E:/2010/Instatel Evaluaciones Estructural/04 Azalea Torre Cuadrada 150 m/RISA TOWER AZALEA TC 150 M/TCA 150 M- AZALEA.eri

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EVALUACION ESTRUCTURAL

HIPOTESIS 1

ESTACION : AZALEA

P. Parra
Rectangle
P. Parra
New Stamp
P. Parra
New Stamp
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Project: TORRE CUADRADA AUTOSOPORTADA DE 150 M + 12 M SECC. 0..60 MJob: ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 1 REFORZADOClient: RTVC - RADIO TELEVISION NACONAL DE COLOMBIA

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INSTATEL COLOMBIA Carrera 124 No 17-98

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

Job: ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 1 REFORZADO Project: TORRE CUADRADA AUTOSOPORTADA DE 150 M + 12 M SECC. 0..60 M Client: RTVC - RADIO TELEVISION NACONAL DE COLOMBIA Drawn by: Ing. Jaime Gutierrez C. App'd:

Code: TIA/EIA-222-F Date: 03/29/10 Scale: NTS Path:

E:\2010\Instatel Evaluaciones Estructural\04 Azalea Torre Cuadrada 150 m\RISA TOWER AZALEA TC 150M HIPOT 1 - REFORZADA\TCA 150 M- AZALEA HIP 1 REFORZ.eri

Dwg No. E-1

162.0 m

156.0 m

152.0 m150.0 m

144.0 m

138.0 m

132.0 m

126.0 m

120.0 m

115.0 m

110.0 m

105.0 m

100.0 m

95.0 m

90.0 m

85.0 m

80.0 m

75.0 m

67.5 m

60.0 m

50.0 m

40.0 m

30.0 m

20.0 m

10.0 m

0.0 m

162.3 m

REACTIONS - 120 kph WINDTORQUE 301 kg-m

42755 kgSHEAR

2948421 kg-mMOMENT

72730 kgAXIAL

SHEAR: 14878 kgUPLIFT: -74656 kgDOWN: 111094 kg

MAX. CORNER REACTIONS AT BASE:

T1T2

T3T4

T5T6

T7T8

T9T1

0T1

1T1

2T1

3T1

4T1

5T1

6T1

7T1

8T1

9T2

0T2

1T2

2T2

3T2

4T2

5

L76x

76x6

.42L

64x6

4x6.

4A

B2L

102x

102x

9.5

C2L

152x

152x

15.9

2L 1

52x1

52x9

.52L

152x

152x

12.7

A57

2-50

L44x

44x3

.2D

L51x

51x4

.8L6

4x64

x4.8

EL6

4x64

x6.4

L76x

76x6

.4L1

02x1

02x6

.4L1

02x1

02x9

.5L1

27x1

27x1

0A

572-

50L5

1x51

x4.8

N.A

.F

GN

.A.

HN

.A.

L127

x127

x10

L102

x102

x6.4

L38x

38x3

.2D

L51x

51x4

.8L6

4x64

x6.4

L76x

76x6

.4L1

02x1

02x9

.5N

.A.

N.A

.L3

8x38

x3.2

DL5

1x51

x4.8

L51x

51x6

.4L6

4x64

x4.8

L102

x102

x6.4

L51x

51x6

.4L5

1x51

x4.8

N.A

.I

JI

L51x

51x3

.2K

L51x

51x3

.2L5

1x51

x4.8

L64x

64x4

.8L6

4x64

x6.4

L76x

76x6

.4L6

4x64

x6.4

N.A

.L3

8x38

x3.2

L38x

38x5

L51x

51x3

.2L5

1x51

x4.8

N.A

.L7

6x76

x6.4

393.

126

0.5

154.

668

5.1

661.

583

9.3

1009

.712

37.6

1305

.913

07.3

1979

.123

69.1

2387

.223

78.7

1929

.718

48.6

1921

.128

07.3

2965

.249

86.4

5248

.262

62.7

7324

.595

31.4

9627

.0

0.6

1.3

2.8

2.53

3.53

394.

2678

5.00

176.

1025

7.20

38.

671

10.1

389

11.6

067

13.0

745

14.5

428

@ 0

.75

36 @

14

@ 1

.25

16 @

2.5

4 @

3.7

58

@ 5

2 @

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)

16.0

1 #

Pan

els

@ (m

) W

eigh

t (kg

)71

420.

6

RYMSA UHF/AT15-250 PANEL 162 - 161RYMSA UHF/AT15-250 PANEL 162 - 161RYMSA UHF/AT15-250 PANEL 161 - 160RYMSA UHF/AT15-250 PANEL 161 - 160RYMSA UHF/AT15-250 PANEL 160 - 159RYMSA UHF/AT15-250 PANEL 160 - 159RYMSA UHF/AT15-250 PANEL 159 - 158RYMSA UHF/AT15-250 PANEL 159 - 158RYMSA UHF/AT15-250 PANEL 158 - 157RYMSA UHF/AT15-250 PANEL 158 - 157RYMSA UHF/AT15-250 PANEL 157 - 156RYMSA UHF/AT15-250 PANEL 157 - 156RYMSA UHF/AT15-250 PANEL 156 - 155RYMSA UHF/AT15-250 PANEL 156 - 155RYMSA UHF/AT15-250 PANEL 155 - 154RYMSA UHF/AT15-250 PANEL 155 - 154RYMSA UHF/AT15-250 PANEL 154 - 153RYMSA UHF/AT15-250 PANEL 153 - 152ANTENA VHF BAND III 4 DIPO AT13-240

150 - 147.1ANTENA VHF BAND III 4 DIPO AT13-240

150 - 147.1ANTENA VHF BAND III 4 DIPO AT13-240

149.7 - 146.8ANTENA VHF BAND III 4 DIPO AT13-240

149.7 - 146.8ANTENA VHF BAND III 4 DIPO AT13-240

146.5 - 143.6ANTENA VHF BAND III 4 DIPO AT13-240

146.5 - 143.6ANTENA VHF BAND III 4 DIPO AT13-240

143.3 - 140.4ANTENA VHF BAND III 4 DIPO AT13-240

143.3 - 140.4ANTENA VHF BAND III 4 DIPO AT13-240

140.1 - 137.2ANTENA VHF BAND III 4 DIPO AT13-240

136.9 - 134ANTENA VHF BAND III 4 DIPO AT13-240

133.7 - 130.8ANTENA VHF BAND III 4 DIPO AT13-240

130.5 - 127.6ANTENA PANEL FM KATHREIN 115 - 112.1ANTENA PANEL FM KATHREIN 111.8 - 108.9ANTENA PANEL FM KATHREIN 108.6 - 105.7KP3F-23 10DESIGNED APPURTENANCE LOADINGTYPE TYPEELEVATION ELEVATION

RYMSA UHF/AT15-250 PANEL 162 - 161RYMSA UHF/AT15-250 PANEL 162 - 161RYMSA UHF/AT15-250 PANEL 161 - 160RYMSA UHF/AT15-250 PANEL 161 - 160RYMSA UHF/AT15-250 PANEL 160 - 159RYMSA UHF/AT15-250 PANEL 160 - 159RYMSA UHF/AT15-250 PANEL 159 - 158RYMSA UHF/AT15-250 PANEL 159 - 158RYMSA UHF/AT15-250 PANEL 158 - 157RYMSA UHF/AT15-250 PANEL 158 - 157RYMSA UHF/AT15-250 PANEL 157 - 156RYMSA UHF/AT15-250 PANEL 157 - 156RYMSA UHF/AT15-250 PANEL 156 - 155RYMSA UHF/AT15-250 PANEL 156 - 155RYMSA UHF/AT15-250 PANEL 155 - 154RYMSA UHF/AT15-250 PANEL 155 - 154RYMSA UHF/AT15-250 PANEL 154 - 153RYMSA UHF/AT15-250 PANEL 153 - 152ANTENA VHF BAND III 4 DIPO AT13-240

150 - 147.1

ANTENA VHF BAND III 4 DIPO AT13-240

150 - 147.1

ANTENA VHF BAND III 4 DIPO AT13-240

149.7 - 146.8

ANTENA VHF BAND III 4 DIPO AT13-240

149.7 - 146.8

ANTENA VHF BAND III 4 DIPO AT13-240

146.5 - 143.6

ANTENA VHF BAND III 4 DIPO AT13-240

146.5 - 143.6

ANTENA VHF BAND III 4 DIPO AT13-240

143.3 - 140.4

ANTENA VHF BAND III 4 DIPO AT13-240

143.3 - 140.4

ANTENA VHF BAND III 4 DIPO AT13-240

140.1 - 137.2

ANTENA VHF BAND III 4 DIPO AT13-240

136.9 - 134

ANTENA VHF BAND III 4 DIPO AT13-240

133.7 - 130.8

ANTENA VHF BAND III 4 DIPO AT13-240

130.5 - 127.6

ANTENA PANEL FM KATHREIN 115 - 112.1ANTENA PANEL FM KATHREIN 111.8 - 108.9ANTENA PANEL FM KATHREIN 108.6 - 105.7KP3F-23 10

SYMBOL LISTMARK MARKSIZE SIZE

A 2L76x76x7.9B 2L76x76x9.5C 2L152x152x12.7D L51x51x3.2E L76x76x6.4F L64x64x4.8

G L64x64x6.4H L102x102x6.4I L38x38x3.2J L38x38x5K L51x51x4.8

MATERIAL STRENGTHGRADE GRADEFy FyFu Fu

A572-50 345 MPa 448 MPa

TOWER DESIGN NOTES1. Tower designed for a 120 kph basic wind in accordance with the TIA/EIA-222-F Standard.2. Deflections are based upon a 60 kph wind.3. Weld together tower sections have flange connections.4. Connections use galvanized A325 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 35 feeders per side9. MW dishes feeders shall be 1/2" and installed 1 feeders per side10. TOWER RATING: 93%

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www.instatelcolombia.com.co Instatel Colombia C.I Ltda. NIT 900.006.360-9

PBX: (571) 547 0790 Bogotá - Colombia

 

          

CONCLUSIONES Y RESULTADOS

Al realizar el análisis del cálculo estructural de la torre con las cargas según la Hipótesis 1 se llego al siguiente resultado:

Una vez cargada la torre y extendida la estructura de 12 metros solicitados, con la base de la estructura existente la torre falla por colapso entre el nivel +95 y el nivel +126m por lo tanto como varios elementos van a la rotura el programa no presenta resultado por colapso, por lo tanto se entra a reforzar la estructura.

Para la velocidad de viento solicitada que es a 120 kph la estructura no está cumpliendo ya que unos elementos están trabajando a más del 100%.

Para 120 kph la estructura está trabajando a la falla de los siguientes elementos, por lo tanto se debe reforzar de la siguiente manera

MONTANTES

Del nivel +95.00 m a +90.00 m se debe adicionar en forma de cruz un Angulo de 6”x5/8”

Del nivel +100.00 m a +95.00 m se debe adicionar en forma de cruz un Angulo de 6”x5/8”

Del nivel +105.00 m a +100.00 m se debe adicionar en forma de cruz un

Angulo de 6”x5/8”

Del nivel +110.00 m a +105.00 m se debe adicionar en forma de cruz un Angulo de 5”x1/2”

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www.instatelcolombia.com.co Instatel Colombia C.I Ltda. NIT 900.006.360-9

PBX: (571) 547 0790 Bogotá - Colombia

Del nivel +115.00 m a +110.00 m se debe adicionar en forma de cruz un Angulo de 4”x3/8”

Del nivel +120.00 m a +1150.00 m se debe adicionar en forma de cruz un Angulo de 4”x3/8”

Del nivel +126.00 m a +120.00 m se debe adicionar en forma de cruz un

Angulo de 4”x3/8”

Del nivel +132.00 m a +126.00 m se debe adicionar en forma de cruz un Angulo de 3”x3/8”

Del nivel +138.00 m a +132.00 m se debe adicionar en forma de cruz un

Angulo de 3”x5/16”

Del nivel +150.00 m a +138.00 m se debe adicionar en forma de cruz un Angulo de 2-1/2”x1/4”. Aunque en el cálculo no se determine que los montantes desde el nivel +85.00 m hasta el nivel +110.00 m se debe reforzar porque si no se realiza la torre no cumple por el desplazamiento con la velocidad de viento de 60 kph

DIAGONALES

La diagonal del nivel +0.00 m a +10.00 m se retira la existente y se colocara un Angulo de 5”x3/8”

Las diagonales del nivel +10.00 m a +40.00 m se retira la existente y se colocara un Angulo de 4”x3/8”

La diagonal del nivel +115.00 m a +120.00 m se retira la existente y se colocara un Angulo de 3”x1/4”

Las diagonales del nivel +115.00 m a +120.00 m se debe reperforar y colocar dos tornillos de diámetro de 3/4

Las diagonales del nivel +85.00 m a +95.00 m se debe reperforar y colocar dos tornillos de diámetro de 3/4

HORIZONTALES

Las horizontales del nivel +35.00 m a se retira la existente y se colocara un Angulo de 4”x3/8”.

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www.instatelcolombia.com.co Instatel Colombia C.I Ltda. NIT 900.006.360-9

PBX: (571) 547 0790 Bogotá - Colombia

Se deben cambiar los tornillos existentes por 3 tornillos de diámetro de ¾ a las horizontales en los siguientes niveles +20m +90m +95m y +120m

REDUNDANTE HORIZONTAL

Los redundante horizontal del nivel +0.00m a +10.00m correspondiente a la pata y tomando a partir del nivel +0.0m se retira el existente y se colocara horizontal 1 Angulo de 2”x3/16”, horizontal 2 Angulo de 2-1/2”x1/4”, horizontal 3 Angulo de 3x5/16 y horizontal 4 Angulo de 4x5/16

Los redundante horizontal del nivel +10.00m a +20.00m correspondiente a la pata y tomando a partir del nivel +0.0m se retira el existente y se colocara horizontal 1 Angulo de 2”x3/16”, horizontal 2 Angulo de 2-1/2”x1/4”, horizontal 3 Angulo de 3x1/4 y horizontal 4 Angulo de 4x5/16

Los redundantes horizontales del nivel +20.00 m a +30.00 m se retira la existente y se colocara un Angulo de 4”x1/4”

Los redundantes horizontales del nivel +30.00 m a +40.00 m se retira la existente y se colocara un Angulo de 2-1/2”x5/16”

Los redundantes horizontales del nivel +40.00 m a +50.00 m se retira la existente y se colocara un Angulo de 2”x1/4”

Los redundantes horizontales del nivel +60.00 m a +67.50 m se retira la existente y se colocara un Angulo de 2”x3/16”

Los redundantes horizontales del nivel +67.50 m a +75.00 m se retira la existente y se colocara un Angulo de 2”x/8”

REDUNDANTE DIAGONAL

Los redundante diagonales del nivel +0.00m a +10.00m correspondiente a la pata y tomando a partir del nivel +0.0m se retira el existente y se colocara diagonal 1 Angulo de 2-1/2”x1/4”, diagonal 2 Angulo de 2-1/2”x1/4”, diagonal 3 Angulo de 3x1/4” y diagonal 4 Angulo de 4x1/4

Los redundante diagonales del nivel +10.00m a +20.00m correspondiente a la pata y tomando a partir del nivel +10.0m se retira el existente y se colocara diagonal 1 Angulo de 2-1/2”x1/4”, diagonal 2

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www.instatelcolombia.com.co Instatel Colombia C.I Ltda. NIT 900.006.360-9

PBX: (571) 547 0790 Bogotá - Colombia

Angulo de 2-1/2”x1/4”, diagonal 3 Angulo de 4x1/4” y diagonal 4 Angulo de 4x1/4.

Los redundantes diagonales del nivel +20.00 m a +30.00 m se retira la existente y se colocara un Angulo de 2-1/2”x1/4”

Los redundantes diagonales del nivel +30.00 m a +40.00 m se retira la existente y se colocara un Angulo de 2-1/2”x1/4”

Los redundantes diagonales del nivel +40.00 m a +50.00 m se retira la existente y se colocara un Angulo de 2-1/2”x3/16”

Los redundantes diagonales del nivel +50.00 m a +60.00 m se retira la existente y se colocara un Angulo de 2-1/2”x3/16”

Los redundantes diagonales del nivel +75.00 m a +80.00 m se retira la existente y se colocara un Angulo de 2”x1/8”

Los redundantes diagonales del nivel +80.00 m a +85.00 m se retira la existente y se colocara un Angulo de 2”x1/8”

Los redundantes diagonales del nivel +90.00 m a +100.00 m se retira la existente y se colocara un Angulo de 2”x1/8”

Los redundantes diagonales del nivel +105.00 m a +110.00 m se retira la existente y se colocara un Angulo de 1-1/2”x3/16”

Los redundantes diagonales del nivel +20.00 m a +30.00 m se retira la existente y se colocara un Angulo de 2-1/2”x1/4”

Los redundantes diagonales del nivel +20.00 m a +30.00 m se retira la existente y se colocara un Angulo de 2-1/2”x1/4”

DEFLEXION DE LA TORRE

Luego de análisis de la torre en el estado actual y teniendo en cuenta la velocidad de viento de operación de 60 kph verificamos el desplazamiento de la torre.

Desplazamiento máximo= H/200

Dmax= 162/200

Dmax= 810 mm

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www.instatelcolombia.com.co Instatel Colombia C.I Ltda. NIT 900.006.360-9

PBX: (571) 547 0790 Bogotá - Colombia

De los cálculos realizamos tenemos.

El desplazamiento presentado en la velocidad de operación tenemos 764.87 mm

Entonces 764.87 < 810 OK

ANEXO SE PRESENTA:

ISOMETRICO

SILUETA HIPOTESIS 1

SILUETA HIPOTESIS 1 REFORZADA

CALCULO ESTRUCTURAL HIPOTESIS 1

CALCULO ESTRUCTURAL HIPOTESIS 1 REFORZADA

 

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EVALUACION ESTRUCTURAL

HIPOTESIS 1 REFORZADA

ESTACION : AZALEA

P. Parra
Rectangle
P. Parra
New Stamp
P. Parra
New Stamp
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INSTATEL COLOMBIA Carrera 124 No 17-98

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

Job: ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 1 REFORZADO Project: TORRE CUADRADA AUTOSOPORTADA DE 150 M + 12 M SECC. 0..60 M Client: RTVC - RADIO TELEVISION NACONAL DE COLOMBIA Drawn by: Ing. Jaime Gutierrez C. App'd:

Code: TIA/EIA-222-F Date: 03/29/10 Scale: NTS Path:

E:\2010\Instatel Evaluaciones Estructural\04 Azalea Torre Cuadrada 150 m\RISA TOWER AZALEA TC 150M HIPOT 1 - REFORZADA\TCA 150 M- AZALEA HIP 1 REFORZ.eri

Dwg No. E-1

162.0 m

156.0 m

152.0 m150.0 m

144.0 m

138.0 m

132.0 m

126.0 m

120.0 m

115.0 m

110.0 m

105.0 m

100.0 m

95.0 m

90.0 m

85.0 m

80.0 m

75.0 m

67.5 m

60.0 m

50.0 m

40.0 m

30.0 m

20.0 m

10.0 m

0.0 m

162.3 m

REACTIONS - 120 kph WINDTORQUE 301 kg-m

42755 kgSHEAR

2948421 kg-mMOMENT

72730 kgAXIAL

SHEAR: 14878 kgUPLIFT: -74656 kgDOWN: 111094 kg

MAX. CORNER REACTIONS AT BASE:

T1T2

T3T4

T5T6

T7T8

T9T1

0T1

1T1

2T1

3T1

4T1

5T1

6T1

7T1

8T1

9T2

0T2

1T2

2T2

3T2

4T2

5

L76x

76x6

.42L

64x6

4x6.

4A

B2L

102x

102x

9.5

C2L

152x

152x

15.9

2L 1

52x1

52x9

.52L

152x

152x

12.7

A57

2-50

L44x

44x3

.2D

L51x

51x4

.8L6

4x64

x4.8

EL6

4x64

x6.4

L76x

76x6

.4L1

02x1

02x6

.4L1

02x1

02x9

.5L1

27x1

27x1

0A

572-

50L5

1x51

x4.8

N.A

.F

GN

.A.

HN

.A.

L127

x127

x10

L102

x102

x6.4

L38x

38x3

.2D

L51x

51x4

.8L6

4x64

x6.4

L76x

76x6

.4L1

02x1

02x9

.5N

.A.

N.A

.L3

8x38

x3.2

DL5

1x51

x4.8

L51x

51x6

.4L6

4x64

x4.8

L102

x102

x6.4

L51x

51x6

.4L5

1x51

x4.8

N.A

.I

JI

L51x

51x3

.2K

L51x

51x3

.2L5

1x51

x4.8

L64x

64x4

.8L6

4x64

x6.4

L76x

76x6

.4L6

4x64

x6.4

N.A

.L3

8x38

x3.2

L38x

38x5

L51x

51x3

.2L5

1x51

x4.8

N.A

.L7

6x76

x6.4

393.

126

0.5

154.

668

5.1

661.

583

9.3

1009

.712

37.6

1305

.913

07.3

1979

.123

69.1

2387

.223

78.7

1929

.718

48.6

1921

.128

07.3

2965

.249

86.4

5248

.262

62.7

7324

.595

31.4

9627

.0

0.6

1.3

2.8

2.53

3.53

394.

2678

5.00

176.

1025

7.20

38.

671

10.1

389

11.6

067

13.0

745

14.5

428

@ 0

.75

36 @

14

@ 1

.25

16 @

2.5

4 @

3.7

58

@ 5

2 @

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)

16.0

1 #

Pan

els

@ (m

) W

eigh

t (kg

)71

420.

6

RYMSA UHF/AT15-250 PANEL 162 - 161RYMSA UHF/AT15-250 PANEL 162 - 161RYMSA UHF/AT15-250 PANEL 161 - 160RYMSA UHF/AT15-250 PANEL 161 - 160RYMSA UHF/AT15-250 PANEL 160 - 159RYMSA UHF/AT15-250 PANEL 160 - 159RYMSA UHF/AT15-250 PANEL 159 - 158RYMSA UHF/AT15-250 PANEL 159 - 158RYMSA UHF/AT15-250 PANEL 158 - 157RYMSA UHF/AT15-250 PANEL 158 - 157RYMSA UHF/AT15-250 PANEL 157 - 156RYMSA UHF/AT15-250 PANEL 157 - 156RYMSA UHF/AT15-250 PANEL 156 - 155RYMSA UHF/AT15-250 PANEL 156 - 155RYMSA UHF/AT15-250 PANEL 155 - 154RYMSA UHF/AT15-250 PANEL 155 - 154RYMSA UHF/AT15-250 PANEL 154 - 153RYMSA UHF/AT15-250 PANEL 153 - 152ANTENA VHF BAND III 4 DIPO AT13-240

150 - 147.1ANTENA VHF BAND III 4 DIPO AT13-240

150 - 147.1ANTENA VHF BAND III 4 DIPO AT13-240

149.7 - 146.8ANTENA VHF BAND III 4 DIPO AT13-240

149.7 - 146.8ANTENA VHF BAND III 4 DIPO AT13-240

146.5 - 143.6ANTENA VHF BAND III 4 DIPO AT13-240

146.5 - 143.6ANTENA VHF BAND III 4 DIPO AT13-240

143.3 - 140.4ANTENA VHF BAND III 4 DIPO AT13-240

143.3 - 140.4ANTENA VHF BAND III 4 DIPO AT13-240

140.1 - 137.2ANTENA VHF BAND III 4 DIPO AT13-240

136.9 - 134ANTENA VHF BAND III 4 DIPO AT13-240

133.7 - 130.8ANTENA VHF BAND III 4 DIPO AT13-240

130.5 - 127.6ANTENA PANEL FM KATHREIN 115 - 112.1ANTENA PANEL FM KATHREIN 111.8 - 108.9ANTENA PANEL FM KATHREIN 108.6 - 105.7KP3F-23 10DESIGNED APPURTENANCE LOADINGTYPE TYPEELEVATION ELEVATION

RYMSA UHF/AT15-250 PANEL 162 - 161RYMSA UHF/AT15-250 PANEL 162 - 161RYMSA UHF/AT15-250 PANEL 161 - 160RYMSA UHF/AT15-250 PANEL 161 - 160RYMSA UHF/AT15-250 PANEL 160 - 159RYMSA UHF/AT15-250 PANEL 160 - 159RYMSA UHF/AT15-250 PANEL 159 - 158RYMSA UHF/AT15-250 PANEL 159 - 158RYMSA UHF/AT15-250 PANEL 158 - 157RYMSA UHF/AT15-250 PANEL 158 - 157RYMSA UHF/AT15-250 PANEL 157 - 156RYMSA UHF/AT15-250 PANEL 157 - 156RYMSA UHF/AT15-250 PANEL 156 - 155RYMSA UHF/AT15-250 PANEL 156 - 155RYMSA UHF/AT15-250 PANEL 155 - 154RYMSA UHF/AT15-250 PANEL 155 - 154RYMSA UHF/AT15-250 PANEL 154 - 153RYMSA UHF/AT15-250 PANEL 153 - 152ANTENA VHF BAND III 4 DIPO AT13-240

150 - 147.1

ANTENA VHF BAND III 4 DIPO AT13-240

150 - 147.1

ANTENA VHF BAND III 4 DIPO AT13-240

149.7 - 146.8

ANTENA VHF BAND III 4 DIPO AT13-240

149.7 - 146.8

ANTENA VHF BAND III 4 DIPO AT13-240

146.5 - 143.6

ANTENA VHF BAND III 4 DIPO AT13-240

146.5 - 143.6

ANTENA VHF BAND III 4 DIPO AT13-240

143.3 - 140.4

ANTENA VHF BAND III 4 DIPO AT13-240

143.3 - 140.4

ANTENA VHF BAND III 4 DIPO AT13-240

140.1 - 137.2

ANTENA VHF BAND III 4 DIPO AT13-240

136.9 - 134

ANTENA VHF BAND III 4 DIPO AT13-240

133.7 - 130.8

ANTENA VHF BAND III 4 DIPO AT13-240

130.5 - 127.6

ANTENA PANEL FM KATHREIN 115 - 112.1ANTENA PANEL FM KATHREIN 111.8 - 108.9ANTENA PANEL FM KATHREIN 108.6 - 105.7KP3F-23 10

SYMBOL LISTMARK MARKSIZE SIZE

A 2L76x76x7.9B 2L76x76x9.5C 2L152x152x12.7D L51x51x3.2E L76x76x6.4F L64x64x4.8

G L64x64x6.4H L102x102x6.4I L38x38x3.2J L38x38x5K L51x51x4.8

MATERIAL STRENGTHGRADE GRADEFy FyFu Fu

A572-50 345 MPa 448 MPa

TOWER DESIGN NOTES1. Tower designed for a 120 kph basic wind in accordance with the TIA/EIA-222-F Standard.2. Deflections are based upon a 60 kph wind.3. Weld together tower sections have flange connections.4. Connections use galvanized A325 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 35 feeders per side9. MW dishes feeders shall be 1/2" and installed 1 feeders per side10. TOWER RATING: 93%

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Project: TORRE CUADRADA AUTOSOPORTADA DE 150 M + 12 M SECC. 0..60 MJob: ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 1 REFORZADOClient: RTVC - RADIO TELEVISION NACONAL DE COLOMBIALC:6 Dead+Wind 90 deg - ServiceMax. Disp.764.87 mm @ 162.000 mScaling 15

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INSTATEL COLOMBIA Carrera 124 No 17-98

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

Job: ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 1 REFORZADO Project: TORRE CUADRADA AUTOSOPORTADA DE 150 M + 12 M SECC. 0..60 M Client: RTVC - RADIO TELEVISION NACONAL DE COLOMBIA Drawn by: Ing. Jaime Gutierrez C. App'd:

Code: TIA/EIA-222-F Date: 03/29/10 Scale: NTS Path:

E:\2010\Instatel Evaluaciones Estructural\04 Azalea Torre Cuadrada 150 m\RISA TOWER AZALEA TC 150M HIPOT 1 - REFORZADA\TCA 150 M- AZALEA HIP 1 REFORZ.eri

Dwg No. E-5

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

0

0

500

500

1000

1000

Deflection (mm)162.000

156.000

152.000150.000

144.000

138.000

132.000

126.000

120.000

115.000

110.000

105.000

100.000

95.000

90.000

85.000

80.000

75.000

67.500

60.000

50.000

40.000

30.000

20.000

10.000

0.000

Elev

atio

n (m

)

0

0

0.5

0.5

1

1

Tilt (deg)0

0

0.05

0.05

0.1

0.1

Twist (deg)162.000

156.000

152.000150.000

144.000

138.000

132.000

126.000

120.000

115.000

110.000

105.000

100.000

95.000

90.000

85.000

80.000

75.000

67.500

60.000

50.000

40.000

30.000

20.000

10.000

0.000

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RRIISSAATToowweerr Job

ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 1 REFORZADO

Page 1 of 79

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 12 M

SECC. 0..60 M

Date 12:33:42 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

Client RTVC - RADIO TELEVISION NACONAL 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 162.000 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 16.010 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 A325 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 35 feeders per side. MW dishes feeders shall be 1/2'' and installed 1 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

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RRIISSAATToowweerr Job

ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 1 REFORZADO

Page 2 of 79

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 12 M

SECC. 0..60 M

Date 12:33:42 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

Client RTVC - RADIO TELEVISION NACONAL 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 162.000-156.000 0.600 1 6.000 T2 156.000-152.000 0.600 1 4.000 T3 152.000-150.000 0.600 1 2.000 T4 150.000-144.000 1.300 1 6.000 T5 144.000-138.000 1.300 1 6.000 T6 138.000-132.000 1.300 1 6.000 T7 132.000-126.000 1.300 1 6.000 T8 126.000-120.000 1.300 1 6.000 T9 120.000-115.000 1.300 1 5.000

T10 115.000-110.000 2.800 1 5.000 T11 110.000-105.000 2.800 1 5.000 T12 105.000-100.000 2.800 1 5.000 T13 100.000-95.000 2.800 1 5.000 T14 95.000-90.000 2.800 1 5.000 T15 90.000-85.000 2.530 1 5.000 T16 85.000-80.000 3.534 1 5.000 T17 80.000-75.000 4.268 1 5.000 T18 75.000-67.500 5.002 1 7.500 T19 67.500-60.000 6.103 1 7.500 T20 60.000-50.000 7.203 1 10.000 T21 50.000-40.000 8.671 1 10.000 T22 40.000-30.000 10.139 1 10.000 T23 30.000-20.000 11.607 1 10.000 T24 20.000-10.000 13.075 1 10.000 T25 10.000-0.000 14.542 1 10.000

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Page 3 of 79

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 12 M

SECC. 0..60 M

Date 12:33:42 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

Client RTVC - RADIO TELEVISION NACONAL DE COLOMBIA

Designed by Ing. Jaime Gutierrez C.

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 162.000-156.000 0.750 Double K No Yes 0 0 T2 156.000-152.000 1.000 Double K No Yes 0 0 T3 152.000-150.000 1.000 Double K No Yes 0 0 T4 150.000-144.000 1.000 Double K No Yes 0 0 T5 144.000-138.000 1.000 Double K No Yes 0 0 T6 138.000-132.000 1.000 Double K No Yes 0 0 T7 132.000-126.000 1.000 Double K No Yes 0 0 T8 126.000-120.000 1.000 Double K No Yes 0 0 T9 120.000-115.000 1.250 Double K No Yes 0 0

T10 115.000-110.000 2.500 Double K1 No Yes 0 0 T11 110.000-105.000 2.500 Double K1 No Yes 0 0 T12 105.000-100.000 2.500 Double K1 No Yes 0 0 T13 100.000-95.000 2.500 Double K1 No Yes 0 0 T14 95.000-90.000 2.500 Double K1 No Yes 0 0 T15 90.000-85.000 2.500 Double K1 No Yes 0 0 T16 85.000-80.000 2.500 Double K1 No Yes 0 0 T17 80.000-75.000 2.500 Double K1 No Yes 0 0 T18 75.000-67.500 3.750 Double K1 No Yes 0 0 T19 67.500-60.000 3.750 Double K1 No Yes 0 0 T20 60.000-50.000 5.000 Double K1 No Yes 0 0 T21 50.000-40.000 5.000 Double K1 No Yes 0 0 T22 40.000-30.000 5.000 Double K1 No Yes 0 0 T23 30.000-20.000 5.000 Double K1 No Yes 0 0 T24 20.000-10.000 10.000 K4A Down No Yes 0 0 T25 10.000-0.000 10.000 K4A 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 162.000-156.000

Single Angle L76x76x6.4 A572-50 (345 MPa)

Single Angle L44x44x3.2 A572-50 (345 MPa)

T2 156.000-152.000

Single Angle L76x76x6.4 A572-50 (345 MPa)

Single Angle L44x44x3.2 A572-50 (345 MPa)

T3 152.000-150.000

Single Angle L76x76x6.4 A572-50 (345 MPa)

Single Angle L51x51x3.2 A572-50 (345 MPa)

T4 150.000-144.000

Equal Angle 2L64x64x6.4 A572-50 (345 MPa)

Single Angle L51x51x4.8 A572-50 (345 MPa)

T5 144.000-138.000

Equal Angle 2L64x64x6.4 A572-50 (345 MPa)

Single Angle L51x51x4.8 A572-50 (345 MPa)

T6 138.000-132.000

Equal Angle 2L76x76x7.9 A572-50 (345 MPa)

Single Angle L51x51x4.8 A572-50 (345 MPa)

T7 132.000-126.000

Equal Angle 2L76x76x9.5 A572-50 (345 MPa)

Single Angle L64x64x4.8 A572-50 (345 MPa)

T8 126.000-120.000

Equal Angle 2L102x102x9.5 A572-50 (345 MPa)

Single Angle L64x64x4.8 A572-50 (345 MPa)

T9 120.000-115.000

Equal Angle 2L102x102x9.5 A572-50 (345 MPa)

Single Angle L76x76x6.4 A572-50 (345 MPa)

T10 115.000-110.000

Equal Angle 2L102x102x9.5 A572-50 (345 MPa)

Single Angle L64x64x6.4 A572-50 (345 MPa)

T11 110.000-105.000

Equal Angle 2L152x152x12.7 A572-50 (345 MPa)

Single Angle L64x64x6.4 A572-50 (345 MPa)

T12 Equal Angle 2L152x152x15.9 A572-50 Single Angle L76x76x6.4 A572-50

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Page 4 of 79

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 12 M

SECC. 0..60 M

Date 12:33:42 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

Client RTVC - RADIO TELEVISION NACONAL DE COLOMBIA

Designed by Ing. Jaime Gutierrez C.

Tower Elevation

m

Leg Type

Leg Size

Leg Grade

Diagonal Type

Diagonal Size

Diagonal Grade

105.000-100.000 (345 MPa) (345 MPa) T13

100.000-95.000 Equal Angle 2L152x152x15.9 A572-50

(345 MPa) Single Angle L76x76x6.4 A572-50

(345 MPa) T14

95.000-90.000 Equal Angle 2L152x152x15.9 A572-50

(345 MPa) Single Angle L76x76x6.4 A572-50

(345 MPa) T15

90.000-85.000 Equal Angle 2L 152x152x9.5 A572-50

(345 MPa) Single Angle L76x76x6.4 A572-50

(345 MPa) T16

85.000-80.000 Equal Angle 2L 152x152x9.5 A572-50

(345 MPa) Single Angle L76x76x6.4 A572-50

(345 MPa) T17

80.000-75.000 Equal Angle 2L 152x152x9.5 A572-50

(345 MPa) Single Angle L76x76x6.4 A572-50

(345 MPa) T18

75.000-67.500 Equal Angle 2L 152x152x9.5 A572-50

(345 MPa) Single Angle L76x76x6.4 A572-50

(345 MPa) T19

67.500-60.000 Equal Angle 2L 152x152x9.5 A572-50

(345 MPa) Single Angle L76x76x6.4 A572-50

(345 MPa) T20

60.000-50.000 Equal Angle 2L152x152x12.7 A572-50

(345 MPa) Single Angle L102x102x6.4 A572-50

(345 MPa) T21

50.000-40.000 Equal Angle 2L152x152x12.7 A572-50

(345 MPa) Single Angle L102x102x6.4 A572-50

(345 MPa) T22

40.000-30.000 Equal Angle 2L152x152x12.7 A572-50

(345 MPa) Single Angle L102x102x9.5 A572-50

(345 MPa) T23

30.000-20.000 Equal Angle 2L152x152x12.7 A572-50

(345 MPa) Single Angle L102x102x9.5 A572-50

(345 MPa) T24

20.000-10.000 Equal Angle 2L152x152x12.7 A572-50

(345 MPa) Single Angle L102x102x9.5 A572-50

(345 MPa) T25 10.000-0.000 Equal Angle 2L152x152x12.7 A572-50

(345 MPa) Single Angle L127x127x10 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 162.000-156.000

Single Angle L51x51x4.8 A572-50 (345 MPa)

Single Angle A36 (248 MPa)

T2 156.000-152.000

Single Angle L51x51x4.8 A572-50 (345 MPa)

Solid Round A36 (248 MPa)

T3 152.000-150.000

Single Angle L51x51x4.8 A572-50 (345 MPa)

Solid Round A36 (248 MPa)

T4 150.000-144.000

Single Angle L51x51x4.8 A572-50 (345 MPa)

Solid Round A36 (248 MPa)

T9 120.000-115.000

Single Angle L64x64x4.8 A570-50 (345 MPa)

Solid Round A572-50 (345 MPa)

T10 115.000-110.000

Single Angle L64x64x6.4 A570-50 (345 MPa)

Solid Round A572-50 (345 MPa)

T15 90.000-85.000

Single Angle L102x102x6.4 A570-50 (345 MPa)

Solid Round A572-50 (345 MPa)

T24 20.000-10.000

Single Angle L127x127x10 A570-50 (345 MPa)

Solid Round A572-50 (345 MPa)

T25 10.000-0.000 Single Angle L102x102x6.4 A570-50 (345 MPa)

Solid Round A572-50 (345 MPa)

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ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 1 REFORZADO

Page 5 of 79

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 12 M

SECC. 0..60 M

Date 12:33:42 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

Client RTVC - RADIO TELEVISION NACONAL DE COLOMBIA

Designed by Ing. Jaime Gutierrez C.

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

T1 162.000-156.000

None Flat Bar A36 (248 MPa)

Single Angle L38x38x3.2 A572-50 (345 MPa)

T2 156.000-152.000

None Flat Bar A36 (248 MPa)

Single Angle L38x38x3.2 A572-50 (345 MPa)

T3 152.000-150.000

None Flat Bar A36 (248 MPa)

Single Angle L38x38x3.2 A572-50 (345 MPa)

T4 150.000-144.000

None Flat Bar A36 (248 MPa)

Single Angle L38x38x3.2 A572-50 (345 MPa)

T5 144.000-138.000

None Flat Bar A36 (248 MPa)

Single Angle L38x38x3.2 A572-50 (345 MPa)

T6 138.000-132.000

None Flat Bar A36 (248 MPa)

Single Angle L38x38x3.2 A572-50 (345 MPa)

T7 132.000-126.000

None Flat Bar A36 (248 MPa)

Single Angle L38x38x3.2 A572-50 (345 MPa)

T8 126.000-120.000

None Flat Bar A36 (248 MPa)

Single Angle L38x38x3.2 A572-50 (345 MPa)

T9 120.000-115.000

None Flat Bar A36 (248 MPa)

Single Angle L51x51x3.2 A572-50 (345 MPa)

T10 115.000-110.000

None Flat Bar A36 (248 MPa)

Single Angle L51x51x4.8 A572-50 (345 MPa)

T11 110.000-105.000

None Flat Bar A36 (248 MPa)

Single Angle L51x51x4.8 A572-50 (345 MPa)

T12 105.000-100.000

None Flat Bar A36 (248 MPa)

Single Angle L51x51x4.8 A572-50 (345 MPa)

T13 100.000-95.000

None Flat Bar A36 (248 MPa)

Single Angle L51x51x4.8 A572-50 (345 MPa)

T14 95.000-90.000

None Flat Bar A36 (248 MPa)

Single Angle L51x51x4.8 A572-50 (345 MPa)

T15 90.000-85.000

None Flat Bar A36 (248 MPa)

Single Angle L64x64x6.4 A572-50 (345 MPa)

T16 85.000-80.000

None Flat Bar A36 (248 MPa)

Single Angle L64x64x6.4 A572-50 (345 MPa)

T17 80.000-75.000

None Flat Bar A36 (248 MPa)

Single Angle L64x64x6.4 A572-50 (345 MPa)

T18 75.000-67.500

None Flat Bar A36 (248 MPa)

Single Angle L64x64x6.4 A572-50 (345 MPa)

T19 67.500-60.000

None Flat Bar A36 (248 MPa)

Single Angle L64x64x6.4 A572-50 (345 MPa)

T20 60.000-50.000

None Flat Bar A36 (248 MPa)

Single Angle L76x76x6.4 A572-50 (345 MPa)

T21 50.000-40.000

None Flat Bar A36 (248 MPa)

Single Angle L76x76x6.4 A572-50 (345 MPa)

T22 40.000-30.000

None Flat Bar A36 (248 MPa)

Single Angle L76x76x6.4 A572-50 (345 MPa)

T23 30.000-20.000

None Flat Bar A36 (248 MPa)

Single Angle L102x102x9.5 A572-50 (345 MPa)

T24 20.000-10.000

None Flat Bar A36 (248 MPa)

Single Angle L76x76x6.4 A572-50 (345 MPa)

T25 10.000-0.000 None Flat Bar A36 (248 MPa)

Single Angle L76x76x6.4 A572-50 (345 MPa)

Tower Section Geometry (cont’d)

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ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 1 REFORZADO

Page 6 of 79

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 12 M

SECC. 0..60 M

Date 12:33:42 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

Client RTVC - RADIO TELEVISION NACONAL 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

T24 20.000-10.000

Single Angle A572-50 (345 MPa)

Single Angle L76x76x6.4 A572-50 (345 MPa)

T25 10.000-0.000 Single Angle A572-50 (345 MPa)

Single Angle L76x76x6.4 A572-50 (345 MPa)

Tower Section Geometry (cont’d)

Tower Elevation

m

Redundant Bracing Grade

Redundant Type

Redundant Size

K Factor

T10 115.000-110.0

00

A572-50 (345 MPa)

Horizontal (1) Diagonal (1)

Hip (1)

Single Angle Single Angle Single Angle

L38x38x3.2 L38x38x3.2 L38x38x3.2

1 1 1

T11 110.000-105.0

00

A572-50 (345 MPa)

Horizontal (1) Diagonal (1)

Hip (1)

Single Angle Single Angle Single Angle

L38x38x3.2 L38x38x5

L38x38x3.2

1 1 1

T12 105.000-100.0

00

A572-50 (345 MPa)

Horizontal (1) Diagonal (1)

Hip (1)

Single Angle Single Angle Single Angle

L38x38x3.2 L38x38x3.2 L38x38x3.2

1 1 1

T13 100.000-95.00

0

A572-50 (345 MPa)

Horizontal (1) Diagonal (1)

Hip (1)

Single Angle Single Angle Single Angle

L38x38x3.2 L51x51x3.2 L38x38x3.2

1 1 1

T14 95.000-90.000

A572-50 (345 MPa)

Horizontal (1) Diagonal (1)

Hip (1)

Single Angle Single Angle Single Angle

L38x38x3.2 L51x51x3.2 L38x38x3.2

1 1 1

T15 90.000-85.000

A572-50 (345 MPa)

Horizontal (1) Diagonal (1)

Hip (1)

Single Angle Single Angle Single Angle

L38x38x3.2 L51x51x4.8 L38x38x5

1 1 1

T16 85.000-80.000

A572-50 (345 MPa)

Horizontal (1) Diagonal (1)

Hip (1)

Single Angle Single Angle Single Angle

L38x38x3.2 L51x51x3.2 L38x38x5

1 1 1

T17 80.000-75.000

A572-50 (345 MPa)

Horizontal (1) Diagonal (1)

Hip (1)

Single Angle Single Angle Single Angle

L38x38x3.2 L51x51x3.2 L51x51x3.2

1 1 1

T18 75.000-67.500

A572-50 (345 MPa)

Horizontal (1) Diagonal (1)

Hip (1)

Single Angle Single Angle Single Angle

L51x51x3.2 L51x51x4.8 L51x51x3.2

1 1 1

T19 67.500-60.000

A572-50 (345 MPa)

Horizontal (1) Diagonal (1)

Hip (1)

Single Angle Single Angle Single Angle

L51x51x4.8 L51x51x4.8 L51x51x3.2

1 1 1

T20 60.000-50.000

A572-50 (345 MPa)

Horizontal (1) Diagonal (1)

Hip (1)

Single Angle Single Angle Single Angle

L51x51x4.8 L64x64x4.8 L51x51x3.2

1 1 1

T21 50.000-40.000

A572-50 (345 MPa)

Horizontal (1) Diagonal (1)

Hip (1)

Single Angle Single Angle Single Angle

L51x51x6.4 L64x64x4.8 L51x51x3.2

1 1 1

T22 40.000-30.000

A572-50 (345 MPa)

Horizontal (1) Diagonal (1)

Hip (1)

Single Angle Single Angle Single Angle

L64x64x4.8 L64x64x6.4 L51x51x3.2

1 1 1

T23 30.000-20.000

A572-50 (345 MPa)

Horizontal (1) Diagonal (1)

Hip (1)

Single Angle Single Angle Single Angle

L102x102x6.4 L64x64x6.4 L51x51x3.2

1 1 1

T24 A572-50 Horizontal (1) Single Angle L51x51x6.4 1

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ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 1 REFORZADO

Page 7 of 79

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 12 M

SECC. 0..60 M

Date 12:33:42 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

Client RTVC - RADIO TELEVISION NACONAL DE COLOMBIA

Designed by Ing. Jaime Gutierrez C.

Tower Elevation

m

Redundant Bracing Grade

Redundant Type

Redundant Size

K Factor

20.000-10.000 (345 MPa) Horizontal (2) Horizontal (3) Horizontal (4) Diagonal (1) Diagonal (2) Diagonal (3) Diagonal (4)

Hip (1) Hip (2) Hip (3)

Single Angle

Single Angle

L64x64x6.4 L76x76x6.4

L102x102x7.9 L76x76x6.4 L64x64x6.4

L102x102x6.4 L102x102x6.4 L51x51x3.2 L64x64x6.4

L102x102x6.4

1 1

T25 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)

Single Angle

Single Angle

Single Angle

L51x51x4.8 L64x64x6.4 L76x76x7.9

L102x102x6.4 L64x64x6.4 L64x64x6.4 L76x76x6.4

L102x102x7.9 L51x51x4.8 L51x51x4.8 L51x51x3.2

1 1 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 162.000-156.0

00

0.018 6 A36 (248 MPa)

1 1 1.25 0 0

T2 156.000-152.0

00

0.018 6 A36 (248 MPa)

1 1 1.25 0 0

T3 152.000-150.0

00

0.018 8 A36 (248 MPa)

1 1 1.25 0 0

T4 150.000-144.0

00

0.018 10 A36 (248 MPa)

1 1 1.25 0 0

T5 144.000-138.0

00

0.018 10 A36 (248 MPa)

1 1 1.25 0 0

T6 138.000-132.0

00

0.018 10 A36 (248 MPa)

1 1 1.25 0 0

T7 132.000-126.0

00

0.021 10 A36 (248 MPa)

1 1 1.25 0 0

T8 126.000-120.0

00

0.021 10 A36 (248 MPa)

1 1 1.25 0 0

T9 120.000-115.0

00

0.024 10 A36 (248 MPa)

1 1 1.25 0 0

T10 0.024 10 A36 1 1 1.25 0 0

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RRIISSAATToowweerr Job

ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 1 REFORZADO

Page 8 of 79

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 12 M

SECC. 0..60 M

Date 12:33:42 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

Client RTVC - RADIO TELEVISION NACONAL 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

115.000-110.000

(248 MPa)

T11 110.000-105.0

00

0.024 10 A36 (248 MPa)

1 1 1.25 0 0

T12 105.000-100.0

00

0.024 10 A36 (248 MPa)

1 1 1.25 0 0

T13 100.000-95.00

0

0.024 10 A36 (248 MPa)

1 1 1.25 0 0

T14 95.000-90.000

0.024 10 A36 (248 MPa)

1 1 1.25 0 0

T15 90.000-85.000

0.024 10 A36 (248 MPa)

1 1 1.25 0 0

T16 85.000-80.000

0.024 10 A36 (248 MPa)

1 1 1.25 0 0

T17 80.000-75.000

0.024 10 A36 (248 MPa)

1 1 1.25 0 0

T18 75.000-67.500

0.024 10 A36 (248 MPa)

1 1 1.25 0 0

T19 67.500-60.000

0.024 10 A36 (248 MPa)

1 1 1.25 0 0

T20 60.000-50.000

0.024 10 A36 (248 MPa)

1 1 1.25 0 0

T21 50.000-40.000

0.024 10 A36 (248 MPa)

1 1 1.25 0 0

T22 40.000-30.000

0.024 10 A36 (248 MPa)

1 1 1.25 0 0

T23 30.000-20.000

0.024 10 A36 (248 MPa)

1 1 1.25 0 0

T24 20.000-10.000

0.024 10 A36 (248 MPa)

1 1 1.25 0 0

T25 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 162.000-156.0

00

No No 1 1 1

1 1

1 1

0.5 1

1 1

1 1

1 1

T2 156.000-152.0

00

No No 1 1 1

1 1

1 1

0.5 1

1 1

1 1

1 1

T3 152.000-150.0

00

No No 1 1 1

1 1

1 1

0.5 1

1 1

1 1

1 1

T4 150.000-144.0

No No 1 1 1

1 1

1 1

0.5 1

1 1

1 1

1 1

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RRIISSAATToowweerr Job

ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 1 REFORZADO

Page 9 of 79

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 12 M

SECC. 0..60 M

Date 12:33:42 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

Client RTVC - RADIO TELEVISION NACONAL 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

00 T5

144.000-138.000

No No 1 1 1

1 1

1 1

0.5 1

1 1

1 1

1 1

T6 138.000-132.0

00

No No 1 1 1

1 1

1 1

0.5 1

1 1

1 1

1 1

T7 132.000-126.0

00

No No 1 1 1

1 1

1 1

0.5 1

1 1

1 1

1 1

T8 126.000-120.0

00

No No 1 1 1

1 1

1 1

0.5 1

1 1

1 1

1 1

T9 120.000-115.0

00

No No 1 1 1

1 1

1 1

0.5 1

1 1

1 1

1 1

T10 115.000-110.0

00

No No 1 1 1

1 1

1 1

0.5 1

1 1

1 1

1 1

T11 110.000-105.0

00

No No 1 1 1

1 1

1 1

0.5 1

1 1

1 1

1 1

T12 105.000-100.0

00

No No 1 1 1

1 1

1 1

0.5 1

1 1

1 1

1 1

T13 100.000-95.00

0

No No 1 1 1

1 1

1 1

0.5 1

1 1

1 1

1 1

T14 95.000-90.000

No No 1 1 1

1 1

1 1

0.5 1

1 1

1 1

1 1

T15 90.000-85.000

No No 1 1 1

1 1

1 1

0.5 1

1 1

1 1

1 1

T16 85.000-80.000

No No 1 1 1

1 1

1 1

0.5 1

0.5 1

1 1

1 1

T17 80.000-75.000

No No 1 1 1

1 1

1 1

0.5 1

0.5 1

1 1

1 1

T18 75.000-67.500

No No 1 1 1

1 1

1 1

0.5 1

0.5 1

1 1

1 1

T19 67.500-60.000

No No 1 1 1

1 1

1 1

0.5 1

0.5 1

1 1

1 1

T20 60.000-50.000

No No 1 1 1

1 1

1 1

0.5 1

0.5 1

1 1

1 1

T21 50.000-40.000

No No 1 1 1

1 1

1 1

0.5 1

0.5 1

1 1

1 1

T22 40.000-30.000

No No 1 1 1

1 1

1 1

0.5 1

0.5 1

1 1

1 1

T23 30.000-20.000

No No 1 1 1

1 1

1 1

0.5 1

0.5 1

1 1

1 1

T24 20.000-10.000

No No 1 1 1

1 1

1 1

0.25 1

0.5 1

1 1

0.25 1

T25 10.000-0.000

No No 1 1 1

1 1

1 1

0.25 1

0.5 1

1 1

0.25 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.

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RRIISSAATToowweerr Job

ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 1 REFORZADO

Page 10 of 79

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 12 M

SECC. 0..60 M

Date 12:33:42 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

Client RTVC - RADIO TELEVISION NACONAL DE COLOMBIA

Designed by Ing. Jaime Gutierrez C.

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 162.000-156.0

00

0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75

T2 156.000-152.0

00

0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75

T3 152.000-150.0

00

0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75

T4 150.000-144.0

00

0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75

T5 144.000-138.0

00

0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75

T6 138.000-132.0

00

0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75

T7 132.000-126.0

00

0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75

T8 126.000-120.0

00

0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75

T9 120.000-115.0

00

0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75

T10 115.000-110.0

00

0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75

T11 110.000-105.0

00

0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75

T12 105.000-100.0

00

0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75

T13 100.000-95.00

0

0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75

T14 95.000-90.000

0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75

T15 90.000-85.000

0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75

T16 85.000-80.000

0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75

T17 80.000-75.000

0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75

T18 75.000-67.500

0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75

T19 67.500-60.000

0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75

T20 60.000-50.000

0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75

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RRIISSAATToowweerr Job

ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 1 REFORZADO

Page 11 of 79

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 12 M

SECC. 0..60 M

Date 12:33:42 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

Client RTVC - RADIO TELEVISION NACONAL 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

T21 50.000-40.000

0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75

T22 40.000-30.000

0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75

T23 30.000-20.000

0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75

T24 20.000-10.000

0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75

T25 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 162.000-156.0

00

Sleeve DS 16 A325X

8 16 A325X

2 16 A325X

1 0 A307

0 16 A325N

0 13 A325X

1 16 A307

1

T2 156.000-152.0

00

Sleeve DS 16 A325X

12 16 A325X

2 16 A325X

1 0 A307

0 16 A325N

0 13 A325X

1 16 A307

1

T3 152.000-150.0

00

Sleeve DS 16 A325X

12 16 A325X

2 16 A325X

2 0 A307

0 16 A325N

0 16 A325X

1 16 A307

1

T4 150.000-144.0

00

Sleeve DS 16 A325X

12 16 A325X

2 16 A325X

2 0 A307

0 16 A325N

0 16 A325X

1 16 A307

2

T5 144.000-138.0

00

Sleeve DS 16 A325X

12 16 A325X

2 16 A325X

2 0 A307

0 16 A325N

0 16 A325X

1 16 A307

2

T6 138.000-132.0

00

Sleeve DS 16 A325X

12 16 A325X

2 16 A325X

2 0 A307

0 16 A325N

0 16 A325X

1 16 A307

2

T7 132.000-126.0

00

Sleeve DS 16 A325X

12 16 A325X

2 16 A325X

2 0 A307

0 16 A325N

0 16 A325X

1 16 A325N

2

T8 126.000-120.0

00

Sleeve DS 16 A325X

12 16 A325X

2 16 A325X

2 0 A307

0 16 A325N

0 16 A325X

1 16 A325N

2

T9 120.000-115.0

00

Sleeve DS 19 A325X

16 19 A325N

3 16 A325X

3 0 A307

0 16 A325N

0 16 A325X

1 16 A325N

2

T10 115.000-110.0

00

Sleeve DS 19 A325X

16 16 A325X

2 16 A325X

2 0 A307

0 16 A325N

0 16 A325X

1 16 A325N

2

T11 110.000-105.0

00

Sleeve DS 22 A325X

16 16 A325X

2 16 A325X

2 0 A307

0 16 A325N

0 16 A325X

1 16 A325N

2

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RRIISSAATToowweerr Job

ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 1 REFORZADO

Page 12 of 79

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 12 M

SECC. 0..60 M

Date 12:33:42 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

Client RTVC - RADIO TELEVISION NACONAL 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.

T12 105.000-100.0

00

Sleeve DS 22 A325X

16 16 A325X

2 16 A325X

2 0 A307

0 16 A325N

0 16 A325X

1 16 A325N

2

T13 100.000-95.00

0

Sleeve DS 22 A325X

16 16 A325X

2 16 A325X

2 0 A307

0 16 A325N

0 16 A325X

1 16 A325N

3

T14 95.000-90.000

Sleeve DS 22 A325X

16 19 A325N

3 16 A325N

2 0 A307

0 16 A325N

0 16 A325X

2 16 A325N

3

T15 90.000-85.000

Sleeve DS 22 A325X

18 16 A325N

3 19 A325N

3 0 A307

0 16 A325N

0 16 A325X

2 16 A325N

3

T16 85.000-80.000

Sleeve DS 22 A325X

24 16 A325X

2 16 A325X

2 0 A307

0 16 A325N

0 16 A325X

2 16 A325N

2

T17 80.000-75.000

Sleeve DS 22 A325X

32 16 A325X

2 16 A325X

2 0 A307

0 16 A325N

0 16 A325X

2 16 A325N

2

T18 75.000-67.500

Sleeve DS 22 A325X

32 16 A325X

2 16 A325X

2 0 A307

0 16 A325N

0 16 A325X

2 16 A325N

2

T19 67.500-60.000

Sleeve DS 22 A325X

32 16 A325X

2 16 A325X

2 0 A307

0 16 A325N

0 16 A325X

2 16 A325N

2

T20 60.000-50.000

Sleeve DS 22 A325X

32 16 A325X

2 16 A325X

2 0 A307

0 16 A325N

0 16 A325X

2 16 A325N

2

T21 50.000-40.000

Sleeve DS 22 A325X

32 16 A325X

2 16 A325X

2 0 A307

0 16 A325N

0 16 A325X

2 16 A325N

2

T22 40.000-30.000

Sleeve DS 22 A325X

32 16 A325X

2 16 A325X

2 0 A307

0 16 A325N

0 16 A325X

2 16 A325N

2

T23 30.000-20.000

Sleeve DS 22 A325X

32 16 A325X

2 16 A325X

2 0 A307

0 16 A325N

0 16 A325X

2 16 A325N

2

T24 20.000-10.000

Sleeve DS 22 A325X

32 19 A325N

3 19 A325N

3 0 A307

0 16 A325N

0 16 A325X

2 16 A325N

2

T25 10.000-0.000

Sleeve DS 22 A325X

24 16 A325X

2 16 A325X

2 0 A307

0 16 A325N

0 16 A325X

2 16 A325N

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

RYMSA UHF/AT15-250 PANEL

C From Face 0.000 0.000 0.000

0.0000 162.000 - 161.000

No Ice 0.665 0.363 10.00

RYMSA UHF/AT15-250 PANEL

D From Face 0.000 0.000 0.000

0.0000 162.000 - 161.000

No Ice 0.665 0.363 10.00

RYMSA UHF/AT15-250 PANEL

C From Face 0.000 0.000 0.000

0.0000 161.000 - 160.000

No Ice 0.665 0.363 10.00

RYMSA UHF/AT15-250 PANEL

D From Face 0.000 0.000 0.000

0.0000 161.000 - 160.000

No Ice 0.665 0.363 10.00

RYMSA UHF/AT15-250 PANEL

C From Face 0.000 0.000

0.0000 160.000 - 159.000

No Ice 0.665 0.363 10.00

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RRIISSAATToowweerr Job

ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 1 REFORZADO

Page 13 of 79

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 12 M

SECC. 0..60 M

Date 12:33:42 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

Client RTVC - RADIO TELEVISION NACONAL 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

0.000 RYMSA UHF/AT15-250

PANEL D From Face 0.000

0.000 0.000

0.0000 160.000 - 159.000

No Ice 0.665 0.363 10.00

RYMSA UHF/AT15-250 PANEL

C From Face 0.000 0.000 0.000

0.0000 159.000 - 158.000

No Ice 0.665 0.363 10.00

RYMSA UHF/AT15-250 PANEL

D From Face 0.000 0.000 0.000

0.0000 159.000 - 158.000

No Ice 0.665 0.363 10.00

RYMSA UHF/AT15-250 PANEL

C From Face 0.000 0.000 0.000

0.0000 158.000 - 157.000

No Ice 0.665 0.363 10.00

RYMSA UHF/AT15-250 PANEL

D From Face 0.000 0.000 0.000

0.0000 158.000 - 157.000

No Ice 0.665 0.363 10.00

RYMSA UHF/AT15-250 PANEL

C From Face 0.000 0.000 0.000

0.0000 157.000 - 156.000

No Ice 0.665 0.363 10.00

RYMSA UHF/AT15-250 PANEL

D From Face 0.000 0.000 0.000

0.0000 157.000 - 156.000

No Ice 0.665 0.363 10.00

RYMSA UHF/AT15-250 PANEL

C From Face 0.000 0.000 0.000

0.0000 156.000 - 155.000

No Ice 0.665 0.363 10.00

RYMSA UHF/AT15-250 PANEL

D From Face 0.000 0.000 0.000

0.0000 156.000 - 155.000

No Ice 0.665 0.363 10.00

RYMSA UHF/AT15-250 PANEL

C From Face 0.000 0.000 0.000

0.0000 155.000 - 154.000

No Ice 0.665 0.363 10.00

RYMSA UHF/AT15-250 PANEL

D From Face 0.000 0.000 0.000

0.0000 155.000 - 154.000

No Ice 0.665 0.363 10.00

RYMSA UHF/AT15-250 PANEL

C From Face 0.000 0.000 0.000

0.0000 154.000 - 153.000

No Ice 0.665 0.363 10.00

RYMSA UHF/AT15-250 PANEL

C From Face 0.000 0.000 0.000

0.0000 153.000 - 152.000

No Ice 0.665 0.363 10.00

ANTENA VHF BAND III 4 DIPO AT13-240

C From Face 0.000 0.000 0.000

0.0000 150.000 - 147.100

No Ice 0.074 0.074 68.00

ANTENA VHF BAND III 4 DIPO AT13-240

C From Face 0.000 0.000 0.000

0.0000 150.000 - 147.100

No Ice 0.074 0.074 68.00

ANTENA VHF BAND III 4 DIPO AT13-240

C From Face 0.000 0.000 0.000

0.0000 149.700 - 146.800

No Ice 0.074 0.074 68.00

ANTENA VHF BAND III 4 DIPO AT13-240

D From Face 0.000 0.000 0.000

0.0000 149.700 - 146.800

No Ice 0.074 0.074 68.00

ANTENA VHF BAND III 4 DIPO AT13-240

C From Face 0.000 0.000 0.000

0.0000 146.500 - 143.600

No Ice 0.074 0.074 68.00

ANTENA VHF BAND III 4 DIPO AT13-240

D From Face 0.000 0.000

0.0000 146.500 - 143.600

No Ice 0.074 0.074 68.00

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RRIISSAATToowweerr Job

ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 1 REFORZADO

Page 14 of 79

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 12 M

SECC. 0..60 M

Date 12:33:42 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

Client RTVC - RADIO TELEVISION NACONAL 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

0.000 ANTENA VHF BAND III 4

DIPO AT13-240 C From Face 0.000

0.000 0.000

0.0000 143.300 - 140.400

No Ice 0.074 0.074 68.00

ANTENA VHF BAND III 4 DIPO AT13-240

D From Face 0.000 0.000 0.000

0.0000 143.300 - 140.400

No Ice 0.074 0.074 68.00

ANTENA VHF BAND III 4 DIPO AT13-240

C From Face 0.000 0.000 0.000

0.0000 140.100 - 137.200

No Ice 0.074 0.074 68.00

ANTENA VHF BAND III 4 DIPO AT13-240

C From Face 0.000 0.000 0.000

0.0000 136.900 - 134.000

No Ice 0.074 0.074 68.00

ANTENA VHF BAND III 4 DIPO AT13-240

C From Face 0.000 0.000 0.000

0.0000 133.700 - 130.800

No Ice 0.074 0.074 68.00

ANTENA VHF BAND III 4 DIPO AT13-240

C From Face 0.000 0.000 0.000

0.0000 130.500 - 127.600

No Ice 0.074 0.074 68.00

ANTENA PANEL FM KATHREIN

C From Face 0.000 0.000 0.000

0.0000 115.000 - 112.100

No Ice 0.063 0.063 86.00

ANTENA PANEL FM KATHREIN

C From Face 0.000 0.000 0.000

0.0000 111.800 - 108.900

No Ice 0.063 0.063 86.00

ANTENA PANEL FM KATHREIN

C From Face 0.000 0.000 0.000

0.0000 108.600 - 105.700

No Ice 0.063 0.063 86.00

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 KP3F-23 Grid None 0.0000 10.000 0.914 No Ice 0.525 47.63

Tower Pressures - No Ice

GH = 1.053

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 159.000 2.201 0.00 3.859 A 1.540 0.000 0.914 59.36 0.000 0.000

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ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 1 REFORZADO

Page 15 of 79

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 12 M

SECC. 0..60 M

Date 12:33:42 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

Client RTVC - RADIO TELEVISION NACONAL 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

162.000-156.000

B C D

1.5401.5401.540

0.0000.0000.000

59.3659.3659.36

0.000 0.000 0.000

0.0000.0000.000

T2 156.000-152.0

00

154.000 2.181 0.00 2.573 A B C D

1.0181.0181.0181.018

0.0000.0000.0000.000

0.610 59.8759.8759.8759.87

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T3 152.000-150.0

00

151.000 2.168 0.00 1.988 A B C D

0.6030.6030.6030.603

0.0000.0000.0000.000

0.314 52.0652.0652.0652.06

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T4 150.000-144.0

00

147.000 2.152 0.00 8.017 A B C D

1.6741.6741.6741.674

0.0000.0000.0000.000

0.762 45.5245.5245.5245.52

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T5 144.000-138.0

00

141.000 2.126 0.00 8.017 A B C D

1.6131.6131.6131.613

0.0000.0000.0000.000

0.762 47.2447.2447.2447.24

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T6 138.000-132.0

00

135.000 2.1 0.00 8.062 A B C D

1.7581.7581.7581.758

0.0000.0000.0000.000

0.914 52.0252.0252.0252.02

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T7 132.000-126.0

00

129.000 2.073 0.00 8.072 A B C D

1.9311.9311.9311.931

0.0000.0000.0000.000

0.914 47.3647.3647.3647.36

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T8 126.000-120.0

00

123.000 2.045 0.00 8.148 A B C D

2.2182.2182.2182.218

0.0000.0000.0000.000

1.219 54.9754.9754.9754.97

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T9 120.000-115.0

00

117.500 2.018 0.00 10.543 A B C D

2.2862.2862.2862.286

0.0000.0000.0000.000

1.039 45.4345.4345.4345.43

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T10 115.000-110.0

00

112.500 1.993 0.00 14.290 A B C D

2.4272.4272.4272.427

0.0000.0000.0000.000

1.016 41.8741.8741.8741.87

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T11 110.000-105.0

00

107.500 1.968 0.00 14.429 A B C D

2.7422.7422.7422.742

0.0000.0000.0000.000

1.524 55.5755.5755.5755.57

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T12 105.000-100.0

00

102.500 1.941 0.00 14.438 A B C D

2.8732.8732.8732.873

0.0000.0000.0000.000

1.524 53.0453.0453.0453.04

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T13 100.000-95.00

0

97.500 1.914 0.00 14.438 A B C D

2.9382.9382.9382.938

0.0000.0000.0000.000

1.524 51.8751.8751.8751.87

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T14 95.000-90.000

92.500 1.885 0.00 13.763 A B C D

2.9082.9082.9082.908

0.0000.0000.0000.000

1.525 52.4552.4552.4552.45

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T15 90.000-85.000

87.500 1.855 0.00 15.578 A B C D

3.2943.2943.2943.294

0.0000.0000.0000.000

1.539 46.7446.7446.7446.74

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T16 82.500 1.824 0.00 19.921 A 3.265 0.000 1.532 46.92 0.000 0.000

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RRIISSAATToowweerr Job

ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 1 REFORZADO

Page 16 of 79

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 12 M

SECC. 0..60 M

Date 12:33:42 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

Client RTVC - RADIO TELEVISION NACONAL 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

85.000-80.000 B C D

3.2653.2653.265

0.0000.0000.000

46.9246.9246.92

0.000 0.000 0.000

0.0000.0000.000

T17 80.000-75.000

77.500 1.792 0.00 23.591 A B C D

3.5043.5043.5043.504

0.0000.0000.0000.000

1.532 43.7343.7343.7343.73

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T18 75.000-67.500

71.250 1.75 0.00 42.266 A B C D

4.9674.9674.9674.967

0.0000.0000.0000.000

2.298 46.2746.2746.2746.27

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T19 67.500-60.000

63.750 1.695 0.00 50.521 A B C D

5.2805.2805.2805.280

0.0000.0000.0000.000

2.298 43.5343.5343.5343.53

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T20 60.000-50.000

55.000 1.625 0.00 80.230 A B C D

7.6877.6877.6877.687

0.0000.0000.0000.000

3.064 39.8639.8639.8639.86

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T21 50.000-40.000

45.000 1.534 0.00 94.909 A B C D

8.1898.1898.1898.189

0.0000.0000.0000.000

3.064 37.4237.4237.4237.42

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T22 40.000-30.000

35.000 1.428 0.00 109.588 A B C D

8.8458.8458.8458.845

0.0000.0000.0000.000

3.064 34.6434.6434.6434.64

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T23 30.000-20.000

25.000 1.297 0.00 124.266 A B C D

10.17010.17010.17010.170

0.0000.0000.0000.000

3.064 30.1330.1330.1330.13

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T24 20.000-10.000

15.000 1.121 0.00 138.942 A B C D

13.10213.10213.10213.102

0.0000.0000.0000.000

3.064 23.3923.3923.3923.39

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T25 10.000-0.000

5.000 1 0.00 153.620 A B C D

13.56413.56413.56413.564

0.0000.0000.0000.000

3.064 22.5922.5922.5922.59

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

Tower Pressure - Service

GH = 1.053

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 162.000-156.0

00

159.000 2.201 0.00 3.859 A B C D

1.5401.5401.5401.540

0.0000.0000.0000.000

0.914 59.3659.3659.3659.36

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T2 156.000-152.0

00

154.000 2.181 0.00 2.573 A B C D

1.0181.0181.0181.018

0.0000.0000.0000.000

0.610 59.8759.8759.8759.87

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

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ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 1 REFORZADO

Page 17 of 79

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 12 M

SECC. 0..60 M

Date 12:33:42 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

Client RTVC - RADIO TELEVISION NACONAL 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

T3 152.000-150.0

00

151.000 2.168 0.00 1.988 A B C D

0.6030.6030.6030.603

0.0000.0000.0000.000

0.314 52.0652.0652.0652.06

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T4 150.000-144.0

00

147.000 2.152 0.00 8.017 A B C D

1.6741.6741.6741.674

0.0000.0000.0000.000

0.762 45.5245.5245.5245.52

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T5 144.000-138.0

00

141.000 2.126 0.00 8.017 A B C D

1.6131.6131.6131.613

0.0000.0000.0000.000

0.762 47.2447.2447.2447.24

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T6 138.000-132.0

00

135.000 2.1 0.00 8.062 A B C D

1.7581.7581.7581.758

0.0000.0000.0000.000

0.914 52.0252.0252.0252.02

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T7 132.000-126.0

00

129.000 2.073 0.00 8.072 A B C D

1.9311.9311.9311.931

0.0000.0000.0000.000

0.914 47.3647.3647.3647.36

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T8 126.000-120.0

00

123.000 2.045 0.00 8.148 A B C D

2.2182.2182.2182.218

0.0000.0000.0000.000

1.219 54.9754.9754.9754.97

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T9 120.000-115.0

00

117.500 2.018 0.00 10.543 A B C D

2.2862.2862.2862.286

0.0000.0000.0000.000

1.039 45.4345.4345.4345.43

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T10 115.000-110.0

00

112.500 1.993 0.00 14.290 A B C D

2.4272.4272.4272.427

0.0000.0000.0000.000

1.016 41.8741.8741.8741.87

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T11 110.000-105.0

00

107.500 1.968 0.00 14.429 A B C D

2.7422.7422.7422.742

0.0000.0000.0000.000

1.524 55.5755.5755.5755.57

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T12 105.000-100.0

00

102.500 1.941 0.00 14.438 A B C D

2.8732.8732.8732.873

0.0000.0000.0000.000

1.524 53.0453.0453.0453.04

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T13 100.000-95.00

0

97.500 1.914 0.00 14.438 A B C D

2.9382.9382.9382.938

0.0000.0000.0000.000

1.524 51.8751.8751.8751.87

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T14 95.000-90.000

92.500 1.885 0.00 13.763 A B C D

2.9082.9082.9082.908

0.0000.0000.0000.000

1.525 52.4552.4552.4552.45

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T15 90.000-85.000

87.500 1.855 0.00 15.578 A B C D

3.2943.2943.2943.294

0.0000.0000.0000.000

1.539 46.7446.7446.7446.74

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T16 85.000-80.000

82.500 1.824 0.00 19.921 A B C D

3.2653.2653.2653.265

0.0000.0000.0000.000

1.532 46.9246.9246.9246.92

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T17 80.000-75.000

77.500 1.792 0.00 23.591 A B C D

3.5043.5043.5043.504

0.0000.0000.0000.000

1.532 43.7343.7343.7343.73

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

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RRIISSAATToowweerr Job

ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 1 REFORZADO

Page 18 of 79

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 12 M

SECC. 0..60 M

Date 12:33:42 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

Client RTVC - RADIO TELEVISION NACONAL 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

T18 75.000-67.500

71.250 1.75 0.00 42.266 A B C D

4.9674.9674.9674.967

0.0000.0000.0000.000

2.298 46.2746.2746.2746.27

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T19 67.500-60.000

63.750 1.695 0.00 50.521 A B C D

5.2805.2805.2805.280

0.0000.0000.0000.000

2.298 43.5343.5343.5343.53

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T20 60.000-50.000

55.000 1.625 0.00 80.230 A B C D

7.6877.6877.6877.687

0.0000.0000.0000.000

3.064 39.8639.8639.8639.86

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T21 50.000-40.000

45.000 1.534 0.00 94.909 A B C D

8.1898.1898.1898.189

0.0000.0000.0000.000

3.064 37.4237.4237.4237.42

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T22 40.000-30.000

35.000 1.428 0.00 109.588 A B C D

8.8458.8458.8458.845

0.0000.0000.0000.000

3.064 34.6434.6434.6434.64

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T23 30.000-20.000

25.000 1.297 0.00 124.266 A B C D

10.17010.17010.17010.170

0.0000.0000.0000.000

3.064 30.1330.1330.1330.13

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T24 20.000-10.000

15.000 1.121 0.00 138.942 A B C D

13.10213.10213.10213.102

0.0000.0000.0000.000

3.064 23.3923.3923.3923.39

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T25 10.000-0.000

5.000 1 0.00 153.620 A B C D

13.56413.56413.56413.564

0.0000.0000.0000.000

3.064 22.5922.5922.5922.59

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 162.000-156.0

00

3.62 389.52 A B C D

0.399 0.399 0.399 0.399

2.2822.2822.2822.282

0.6510.6510.6510.651

1111

1111

1.5401.5401.5401.540

566.33 94.39 D

T2 156.000-152.0

00

3.62 256.84 A B C D

0.396 0.396 0.396 0.396

2.2922.2922.2922.292

0.650.650.650.65

1111

1111

1.0181.0181.0181.018

372.45 93.11 D

T3 152.000-150.0

00

4.46 150.16 A B C D

0.303 0.303 0.303 0.303

2.5782.5782.5782.578

0.6170.6170.6170.617

1111

1111

0.6030.6030.6030.603

246.83 123.41 D

T4 150.000-144.0

00

5.37 679.69 A B C D

0.209 0.209 0.209 0.209

2.9432.9432.9432.943

0.5920.5920.5920.592

1111

1111

1.6741.6741.6741.674

775.84 129.31 D

T5 144.000-138.0

5.37 656.15 A B

0.201 0.201

2.9752.975

0.5910.591

11

11

1.6131.613

746.86 124.48 D

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RRIISSAATToowweerr Job

ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 1 REFORZADO

Page 19 of 79

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 12 M

SECC. 0..60 M

Date 12:33:42 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

Client RTVC - RADIO TELEVISION NACONAL 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

00 C D

0.201 0.201

2.9752.975

0.5910.591

11

11

1.6131.613

T6 138.000-132.0

00

5.37 833.90 A B C D

0.218 0.218 0.218 0.218

2.9042.9042.9042.904

0.5940.5940.5940.594

1111

1111

1.7581.7581.7581.758

784.69 130.78 D

T7 132.000-126.0

00

6.26 1003.44 A B C D

0.239 0.239 0.239 0.239

2.8182.8182.8182.818

0.5990.5990.5990.599

1111

1111

1.9311.9311.9311.931

825.54 137.59 D

T8 126.000-120.0

00

6.26 1231.32 A B C D

0.272 0.272 0.272 0.272

2.692.692.692.69

0.6080.6080.6080.608

1111

1111

2.2182.2182.2182.218

893.23 148.87 D

T9 120.000-115.0

00

7.16 1298.74 A B C D

0.217 0.217 0.217 0.217

2.9092.9092.9092.909

0.5940.5940.5940.594

1111

1111

2.2862.2862.2862.286

982.46 196.49 D

T10 115.000-110.0

00

7.16 1300.16 A B C D

0.17 0.17 0.17 0.17

3.1133.1133.1133.113

0.5850.5850.5850.585

1111

1111

2.4272.4272.4272.427

1102.52 220.50 D

T11 110.000-105.0

00

7.16 1971.90 A B C D

0.19 0.19 0.19 0.19

3.0233.0233.0233.023

0.5880.5880.5880.588

1111

1111

2.7422.7422.7422.742

1194.19 238.84 D

T12 105.000-100.0

00

7.16 2361.89 A B C D

0.199 0.199 0.199 0.199

2.9842.9842.9842.984

0.590.590.590.59

1111

1111

2.8732.8732.8732.873

1218.47 243.69 D

T13 100.000-95.00

0

7.16 2380.03 A B C D

0.204 0.204 0.204 0.204

2.9652.9652.9652.965

0.5910.5910.5910.591

1111

1111

2.9382.9382.9382.938

1220.36 244.07 D

T14 95.000-90.000

7.16 2371.53 A B C D

0.211 0.211 0.211 0.211

2.9322.9322.9322.932

0.5930.5930.5930.593

1111

1111

2.9082.9082.9082.908

1176.52 235.30 D

T15 90.000-85.000

7.16 1922.49 A B C D

0.211 0.211 0.211 0.211

2.9312.9312.9312.931

0.5930.5930.5930.593

1111

1111

3.2943.2943.2943.294

1311.26 262.25 D

T16 85.000-80.000

7.16 1841.40 A B C D

0.164 0.164 0.164 0.164

3.143.143.143.14

0.5840.5840.5840.584

1111

1111

3.2653.2653.2653.265

1369.48 273.90 D

T17 80.000-75.000

7.16 1913.93 A B C D

0.149 0.149 0.149 0.149

3.2123.2123.2123.212

0.5810.5810.5810.581

1111

1111

3.5043.5043.5043.504

1476.33 295.27 D

T18 75.000-67.500

7.16 2800.13 A B C D

0.118 0.118 0.118 0.118

3.3623.3623.3623.362

0.5770.5770.5770.577

1111

1111

4.9674.9674.9674.967

2138.78 285.17 D

T19 67.500-60.000

7.16 2958.07 A B C D

0.105 0.105 0.105 0.105

3.4273.4273.4273.427

0.5760.5760.5760.576

1111

1111

5.2805.2805.2805.280

2244.98 299.33 D

T20 60.000-50.000

7.16 4979.22 A B

0.096 0.096

3.4713.471

0.5750.575

11

11

7.6877.687

3174.05 317.40 D

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ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 1 REFORZADO

Page 20 of 79

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 12 M

SECC. 0..60 M

Date 12:33:42 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

Client RTVC - RADIO TELEVISION NACONAL 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

0.096 0.096

3.4713.471

0.5750.575

11

11

7.6877.687

T21 50.000-40.000

7.16 5241.00 A B C D

0.086 0.086 0.086 0.086

3.5213.5213.5213.521

0.5740.5740.5740.574

1111

1111

8.1898.1898.1898.189

3238.23 323.82 D

T22 40.000-30.000

7.16 6255.59 A B C D

0.081 0.081 0.081 0.081

3.553.553.553.55

0.5730.5730.5730.573

1111

1111

8.8458.8458.8458.845

3282.28 328.23 D

T23 30.000-20.000

7.16 7317.33 A B C D

0.082 0.082 0.082 0.082

3.5443.5443.5443.544

0.5730.5730.5730.573

1111

1111

10.17010.17010.17010.170

3422.38 342.24 D

T24 20.000-10.000

7.16 9524.24 A B C D

0.094 0.094 0.094 0.094

3.4793.4793.4793.479

0.5750.5750.5750.575

1111

1111

13.10213.10213.10213.102

3740.65 374.06 D

T25 10.000-0.000

7.16 9619.88 A B C D

0.088 0.088 0.088 0.088

3.513.513.513.51

0.5740.5740.5740.574

1111

1111

13.56413.56413.56413.564

3485.43 348.54 D

Sum Weight: 162.02 71420.59 OTM 2678790 kg-m

40990.14

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 162.000-156.0

00

3.62 389.52 A B C D

0.399 0.399 0.399 0.399

2.2822.2822.2822.282

0.6510.6510.6510.651

1111

1111

1.5401.5401.5401.540

141.58 23.60 D

T2 156.000-152.0

00

3.62 256.84 A B C D

0.396 0.396 0.396 0.396

2.2922.2922.2922.292

0.650.650.650.65

1111

1111

1.0181.0181.0181.018

93.11 23.28 D

T3 152.000-150.0

00

4.46 150.16 A B C D

0.303 0.303 0.303 0.303

2.5782.5782.5782.578

0.6170.6170.6170.617

1111

1111

0.6030.6030.6030.603

61.71 30.85 D

T4 150.000-144.0

00

5.37 679.69 A B C D

0.209 0.209 0.209 0.209

2.9432.9432.9432.943

0.5920.5920.5920.592

1111

1111

1.6741.6741.6741.674

193.96 32.33 D

T5 144.000-138.0

00

5.37 656.15 A B C D

0.201 0.201 0.201 0.201

2.9752.9752.9752.975

0.5910.5910.5910.591

1111

1111

1.6131.6131.6131.613

186.71 31.12 D

T6 138.000-132.0

00

5.37 833.90 A B C D

0.218 0.218 0.218 0.218

2.9042.9042.9042.904

0.5940.5940.5940.594

1111

1111

1.7581.7581.7581.758

196.17 32.70 D

T7 6.26 1003.44 A 0.239 2.818 0.599 1 1 1.931 206.39 34.40 D

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ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 1 REFORZADO

Page 21 of 79

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 12 M

SECC. 0..60 M

Date 12:33:42 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

Client RTVC - RADIO TELEVISION NACONAL 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

132.000-126.000

B C D

0.239 0.239 0.239

2.8182.8182.818

0.5990.5990.599

111

111

1.9311.9311.931

T8 126.000-120.0

00

6.26 1231.32 A B C D

0.272 0.272 0.272 0.272

2.692.692.692.69

0.6080.6080.6080.608

1111

1111

2.2182.2182.2182.218

223.31 37.22 D

T9 120.000-115.0

00

7.16 1298.74 A B C D

0.217 0.217 0.217 0.217

2.9092.9092.9092.909

0.5940.5940.5940.594

1111

1111

2.2862.2862.2862.286

245.61 49.12 D

T10 115.000-110.0

00

7.16 1300.16 A B C D

0.17 0.17 0.17 0.17

3.1133.1133.1133.113

0.5850.5850.5850.585

1111

1111

2.4272.4272.4272.427

275.63 55.13 D

T11 110.000-105.0

00

7.16 1971.90 A B C D

0.19 0.19 0.19 0.19

3.0233.0233.0233.023

0.5880.5880.5880.588

1111

1111

2.7422.7422.7422.742

298.55 59.71 D

T12 105.000-100.0

00

7.16 2361.89 A B C D

0.199 0.199 0.199 0.199

2.9842.9842.9842.984

0.590.590.590.59

1111

1111

2.8732.8732.8732.873

304.62 60.92 D

T13 100.000-95.00

0

7.16 2380.03 A B C D

0.204 0.204 0.204 0.204

2.9652.9652.9652.965

0.5910.5910.5910.591

1111

1111

2.9382.9382.9382.938

305.09 61.02 D

T14 95.000-90.000

7.16 2371.53 A B C D

0.211 0.211 0.211 0.211

2.9322.9322.9322.932

0.5930.5930.5930.593

1111

1111

2.9082.9082.9082.908

294.13 58.83 D

T15 90.000-85.000

7.16 1922.49 A B C D

0.211 0.211 0.211 0.211

2.9312.9312.9312.931

0.5930.5930.5930.593

1111

1111

3.2943.2943.2943.294

327.81 65.56 D

T16 85.000-80.000

7.16 1841.40 A B C D

0.164 0.164 0.164 0.164

3.143.143.143.14

0.5840.5840.5840.584

1111

1111

3.2653.2653.2653.265

342.37 68.47 D

T17 80.000-75.000

7.16 1913.93 A B C D

0.149 0.149 0.149 0.149

3.2123.2123.2123.212

0.5810.5810.5810.581

1111

1111

3.5043.5043.5043.504

369.08 73.82 D

T18 75.000-67.500

7.16 2800.13 A B C D

0.118 0.118 0.118 0.118

3.3623.3623.3623.362

0.5770.5770.5770.577

1111

1111

4.9674.9674.9674.967

534.70 71.29 D

T19 67.500-60.000

7.16 2958.07 A B C D

0.105 0.105 0.105 0.105

3.4273.4273.4273.427

0.5760.5760.5760.576

1111

1111

5.2805.2805.2805.280

561.25 74.83 D

T20 60.000-50.000

7.16 4979.22 A B C D

0.096 0.096 0.096 0.096

3.4713.4713.4713.471

0.5750.5750.5750.575

1111

1111

7.6877.6877.6877.687

793.51 79.35 D

T21 50.000-40.000

7.16 5241.00 A B C D

0.086 0.086 0.086 0.086

3.5213.5213.5213.521

0.5740.5740.5740.574

1111

1111

8.1898.1898.1898.189

809.56 80.96 D

T22 7.16 6255.59 A 0.081 3.55 0.573 1 1 8.845 820.57 82.06 D

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RRIISSAATToowweerr Job

ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 1 REFORZADO

Page 22 of 79

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 12 M

SECC. 0..60 M

Date 12:33:42 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

Client RTVC - RADIO TELEVISION NACONAL 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

40.000-30.000 B C D

0.081 0.081 0.081

3.553.553.55

0.5730.5730.573

111

111

8.8458.8458.845

T23 30.000-20.000

7.16 7317.33 A B C D

0.082 0.082 0.082 0.082

3.5443.5443.5443.544

0.5730.5730.5730.573

1111

1111

10.17010.17010.17010.170

855.59 85.56 D

T24 20.000-10.000

7.16 9524.24 A B C D

0.094 0.094 0.094 0.094

3.4793.4793.4793.479

0.5750.5750.5750.575

1111

1111

13.10213.10213.10213.102

935.16 93.52 D

T25 10.000-0.000

7.16 9619.88 A B C D

0.088 0.088 0.088 0.088

3.513.513.513.51

0.5740.5740.5740.574

1111

1111

13.56413.56413.56413.564

871.36 87.14 D

Sum Weight: 162.02 71420.59 OTM 669697 kg-m

10247.54

Discrete Appurtenance Vectors - No Ice

RYMSA UHF/AT15-250 PANEL - Elevation 161.000-162.000 - From Face C Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 58.77 0.00 -58.77 -9491 -3 18

90 107.58 0.00 107.58 0.00 0 -17377 0180 0.00 58.77 0.00 58.77 9491 -3 -18

RYMSA UHF/AT15-250 PANEL - Elevation 161.000-162.000 - From Face D Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 107.58 0.00 0.00 -107.58 -17371 0 0

90 0.00 58.77 58.77 0.00 3 -9491 18180 107.58 0.00 0.00 107.58 17377 0 0

RYMSA UHF/AT15-250 PANEL - Elevation 160.000-161.000 - From Face C Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 58.66 0.00 -58.66 -9415 -3 18

90 107.39 0.00 107.39 0.00 0 -17238 0180 0.00 58.66 0.00 58.66 9415 -3 -18

RYMSA UHF/AT15-250 PANEL - Elevation 160.000-161.000 - From Face D Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 107.39 0.00 0.00 -107.39 -17232 0 0

90 0.00 58.66 58.66 0.00 3 -9415 18

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RRIISSAATToowweerr Job

ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 1 REFORZADO

Page 23 of 79

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 12 M

SECC. 0..60 M

Date 12:33:42 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

Client RTVC - RADIO TELEVISION NACONAL DE COLOMBIA

Designed by Ing. Jaime Gutierrez C.

RYMSA UHF/AT15-250 PANEL - Elevation 160.000-161.000 - From Face D Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 180 107.39 0.00 0.00 107.39 17238 0 0

RYMSA UHF/AT15-250 PANEL - Elevation 159.000-160.000 - From Face C Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 58.56 0.00 -58.56 -9340 -3 18

90 107.19 0.00 107.19 0.00 0 -17100 0180 0.00 58.56 0.00 58.56 9340 -3 -18

RYMSA UHF/AT15-250 PANEL - Elevation 159.000-160.000 - From Face D Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 107.19 0.00 0.00 -107.19 -17094 0 0

90 0.00 58.56 58.56 0.00 3 -9340 18180 107.19 0.00 0.00 107.19 17100 0 0

RYMSA UHF/AT15-250 PANEL - Elevation 158.000-159.000 - From Face C Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 58.45 0.00 -58.45 -9265 -3 18

90 107.00 0.00 107.00 0.00 0 -16963 0180 0.00 58.45 0.00 58.45 9265 -3 -18

RYMSA UHF/AT15-250 PANEL - Elevation 158.000-159.000 - From Face D Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 107.00 0.00 0.00 -107.00 -16957 0 0

90 0.00 58.45 58.45 0.00 3 -9265 18180 107.00 0.00 0.00 107.00 16963 0 0

RYMSA UHF/AT15-250 PANEL - Elevation 157.000-158.000 - From Face C Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 58.35 0.00 -58.35 -9189 -3 18

90 106.81 0.00 106.81 0.00 0 -16825 0180 0.00 58.35 0.00 58.35 9189 -3 -18

RYMSA UHF/AT15-250 PANEL - Elevation 157.000-158.000 - From Face D Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 106.81 0.00 0.00 -106.81 -16819 0 0

90 0.00 58.35 58.35 0.00 3 -9189 18

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RRIISSAATToowweerr Job

ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 1 REFORZADO

Page 24 of 79

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 12 M

SECC. 0..60 M

Date 12:33:42 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

Client RTVC - RADIO TELEVISION NACONAL DE COLOMBIA

Designed by Ing. Jaime Gutierrez C.

RYMSA UHF/AT15-250 PANEL - Elevation 157.000-158.000 - From Face D Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 180 106.81 0.00 0.00 106.81 16825 0 0

RYMSA UHF/AT15-250 PANEL - Elevation 156.000-157.000 - From Face C Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 58.24 0.00 -58.24 -9115 -3 17

90 106.61 0.00 106.61 0.00 0 -16688 0180 0.00 58.24 0.00 58.24 9115 -3 -17

RYMSA UHF/AT15-250 PANEL - Elevation 156.000-157.000 - From Face D Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 106.61 0.00 0.00 -106.61 -16682 0 0

90 0.00 58.24 58.24 0.00 3 -9115 17180 106.61 0.00 0.00 106.61 16688 0 0

RYMSA UHF/AT15-250 PANEL - Elevation 155.000-156.000 - From Face C Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 58.13 0.00 -58.13 -9040 -3 17

90 106.42 0.00 106.42 0.00 0 -16551 0180 0.00 58.13 0.00 58.13 9040 -3 -17

RYMSA UHF/AT15-250 PANEL - Elevation 155.000-156.000 - From Face D Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 106.42 0.00 0.00 -106.42 -16545 0 0

90 0.00 58.13 58.13 0.00 3 -9040 17180 106.42 0.00 0.00 106.42 16551 0 0

RYMSA UHF/AT15-250 PANEL - Elevation 154.000-155.000 - From Face C Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 58.03 0.00 -58.03 -8965 -3 17

90 106.22 0.00 106.22 0.00 0 -16414 0180 0.00 58.03 0.00 58.03 8965 -3 -17

RYMSA UHF/AT15-250 PANEL - Elevation 154.000-155.000 - From Face D Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 106.22 0.00 0.00 -106.22 -16408 0 0

90 0.00 58.03 58.03 0.00 3 -8965 17

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RRIISSAATToowweerr Job

ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 1 REFORZADO

Page 25 of 79

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 12 M

SECC. 0..60 M

Date 12:33:42 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

Client RTVC - RADIO TELEVISION NACONAL DE COLOMBIA

Designed by Ing. Jaime Gutierrez C.

RYMSA UHF/AT15-250 PANEL - Elevation 154.000-155.000 - From Face D Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 180 106.22 0.00 0.00 106.22 16414 0 0

RYMSA UHF/AT15-250 PANEL - Elevation 153.000-154.000 - From Face C Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 57.92 0.00 -57.92 -8890 -3 17

90 106.03 0.00 106.03 0.00 0 -16278 0180 0.00 57.92 0.00 57.92 8890 -3 -17

RYMSA UHF/AT15-250 PANEL - Elevation 152.000-153.000 - From Face C Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 57.81 0.00 -57.81 -8816 -3 17

90 105.83 0.00 105.83 0.00 0 -16142 0180 0.00 57.81 0.00 57.81 8816 -3 -17

ANTENA VHF BAND III 4 DIPO AT13-240 - Elevation 147.100-150.000 - From Face C Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 11.64 0.00 -11.64 -1729 -44 8

90 11.64 0.00 11.64 0.00 0 -1773 0180 0.00 11.64 0.00 11.64 1729 -44 -8

ANTENA VHF BAND III 4 DIPO AT13-240 - Elevation 147.100-150.000 - From Face C Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 11.64 0.00 -11.64 -1729 -44 8

90 11.64 0.00 11.64 0.00 0 -1773 0180 0.00 11.64 0.00 11.64 1729 -44 -8

ANTENA VHF BAND III 4 DIPO AT13-240 - Elevation 146.800-149.700 - From Face C Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 11.63 0.00 -11.63 -1724 -44 8

90 11.63 0.00 11.63 0.00 0 -1768 0180 0.00 11.63 0.00 11.63 1724 -44 -8

ANTENA VHF BAND III 4 DIPO AT13-240 - Elevation 146.800-149.700 - From Face D Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 11.63 0.00 0.00 -11.63 -1680 0 0

90 0.00 11.63 11.63 0.00 44 -1724 8

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RRIISSAATToowweerr Job

ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 1 REFORZADO

Page 26 of 79

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 12 M

SECC. 0..60 M

Date 12:33:42 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

Client RTVC - RADIO TELEVISION NACONAL DE COLOMBIA

Designed by Ing. Jaime Gutierrez C.

ANTENA VHF BAND III 4 DIPO AT13-240 - Elevation 146.800-149.700 - From Face D Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 180 11.63 0.00 0.00 11.63 1768 0 0

ANTENA VHF BAND III 4 DIPO AT13-240 - Elevation 143.600-146.500 - From Face C Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 11.56 0.00 -11.56 -1677 -44 8

90 11.56 0.00 11.56 0.00 0 -1721 0180 0.00 11.56 0.00 11.56 1677 -44 -8

ANTENA VHF BAND III 4 DIPO AT13-240 - Elevation 143.600-146.500 - From Face D Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 11.56 0.00 0.00 -11.56 -1632 0 0

90 0.00 11.56 11.56 0.00 44 -1677 8180 11.56 0.00 0.00 11.56 1721 0 0

ANTENA VHF BAND III 4 DIPO AT13-240 - Elevation 140.400-143.300 - From Face C Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 11.48 0.00 -11.48 -1629 -44 7

90 11.48 0.00 11.48 0.00 0 -1673 0180 0.00 11.48 0.00 11.48 1629 -44 -7

ANTENA VHF BAND III 4 DIPO AT13-240 - Elevation 140.400-143.300 - From Face D Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 11.48 0.00 0.00 -11.48 -1585 0 0

90 0.00 11.48 11.48 0.00 44 -1629 7180 11.48 0.00 0.00 11.48 1673 0 0

ANTENA VHF BAND III 4 DIPO AT13-240 - Elevation 137.200-140.100 - From Face C Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 11.41 0.00 -11.41 -1582 -44 7

90 11.41 0.00 11.41 0.00 0 -1626 0180 0.00 11.41 0.00 11.41 1582 -44 -7

ANTENA VHF BAND III 4 DIPO AT13-240 - Elevation 134.000-136.900 - From Face C Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 11.33 0.00 -11.33 -1535 -44 7

90 11.33 0.00 11.33 0.00 0 -1579 0

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RRIISSAATToowweerr Job

ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 1 REFORZADO

Page 27 of 79

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 12 M

SECC. 0..60 M

Date 12:33:42 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

Client RTVC - RADIO TELEVISION NACONAL DE COLOMBIA

Designed by Ing. Jaime Gutierrez C.

ANTENA VHF BAND III 4 DIPO AT13-240 - Elevation 134.000-136.900 - From Face C Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 180 0.00 11.33 0.00 11.33 1535 -44 -7

ANTENA VHF BAND III 4 DIPO AT13-240 - Elevation 130.800-133.700 - From Face C Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 11.26 0.00 -11.26 -1489 -44 7

90 11.26 0.00 11.26 0.00 0 -1533 0180 0.00 11.26 0.00 11.26 1489 -44 -7

ANTENA VHF BAND III 4 DIPO AT13-240 - Elevation 127.600-130.500 - From Face C Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 11.18 0.00 -11.18 -1443 -44 7

90 11.18 0.00 11.18 0.00 0 -1487 0180 0.00 11.18 0.00 11.18 1443 -44 -7

ANTENA PANEL FM KATHREIN - Elevation 112.100-115.000 - From Face C Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 9.29 0.00 -9.29 -1055 -120 13

90 9.29 0.00 9.29 0.00 0 -1175 0180 0.00 9.29 0.00 9.29 1055 -120 -13

ANTENA PANEL FM KATHREIN - Elevation 108.900-111.800 - From Face C Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 9.21 0.00 -9.21 -1017 -120 13

90 9.21 0.00 9.21 0.00 0 -1137 0180 0.00 9.21 0.00 9.21 1017 -120 -13

ANTENA PANEL FM KATHREIN - Elevation 105.700-108.600 - From Face C Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 9.14 0.00 -9.14 -979 -120 13

90 9.14 0.00 9.14 0.00 0 -1100 0180 0.00 9.14 0.00 9.14 979 -120 -13

Discrete Appurtenance Totals - No Ice

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RRIISSAATToowweerr Job

ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 1 REFORZADO

Page 28 of 79

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 12 M

SECC. 0..60 M

Date 12:33:42 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

Client RTVC - RADIO TELEVISION NACONAL DE COLOMBIA

Designed by Ing. Jaime Gutierrez C.

Wind Azimuth

°

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 -1603.57 -249118 -789 281

90 1699.70 0.00 157 -264771 163180 0.00 1603.57 249431 -789 -281

Discrete Appurtenance Vectors - Service

RYMSA UHF/AT15-250 PANEL - Elevation 161.000-162.000 - From Face C Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 14.69 0.00 -14.69 -2373 -3 4

90 26.89 0.00 26.89 0.00 0 -4346 0180 0.00 14.69 0.00 14.69 2373 -3 -4

RYMSA UHF/AT15-250 PANEL - Elevation 161.000-162.000 - From Face D Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 26.89 0.00 0.00 -26.89 -4340 0 0

90 0.00 14.69 14.69 0.00 3 -2373 4180 26.89 0.00 0.00 26.89 4346 0 0

RYMSA UHF/AT15-250 PANEL - Elevation 160.000-161.000 - From Face C Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 14.67 0.00 -14.67 -2354 -3 4

90 26.85 0.00 26.85 0.00 0 -4312 0180 0.00 14.67 0.00 14.67 2354 -3 -4

RYMSA UHF/AT15-250 PANEL - Elevation 160.000-161.000 - From Face D Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 26.85 0.00 0.00 -26.85 -4306 0 0

90 0.00 14.67 14.67 0.00 3 -2354 4180 26.85 0.00 0.00 26.85 4312 0 0

RYMSA UHF/AT15-250 PANEL - Elevation 159.000-160.000 - From Face C Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 14.64 0.00 -14.64 -2335 -3 4

90 26.80 0.00 26.80 0.00 0 -4277 0180 0.00 14.64 0.00 14.64 2335 -3 -4

RYMSA UHF/AT15-250 PANEL - Elevation 159.000-160.000 - From Face D

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RRIISSAATToowweerr Job

ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 1 REFORZADO

Page 29 of 79

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 12 M

SECC. 0..60 M

Date 12:33:42 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

Client RTVC - RADIO TELEVISION NACONAL DE COLOMBIA

Designed by Ing. Jaime Gutierrez C.

Wind Azimuth

°

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 26.80 0.00 0.00 -26.80 -4271 0 0

90 0.00 14.64 14.64 0.00 3 -2335 4180 26.80 0.00 0.00 26.80 4277 0 0

RYMSA UHF/AT15-250 PANEL - Elevation 158.000-159.000 - From Face C Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 14.61 0.00 -14.61 -2316 -3 4

90 26.75 0.00 26.75 0.00 0 -4243 0180 0.00 14.61 0.00 14.61 2316 -3 -4

RYMSA UHF/AT15-250 PANEL - Elevation 158.000-159.000 - From Face D Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 26.75 0.00 0.00 -26.75 -4237 0 0

90 0.00 14.61 14.61 0.00 3 -2316 4180 26.75 0.00 0.00 26.75 4243 0 0

RYMSA UHF/AT15-250 PANEL - Elevation 157.000-158.000 - From Face C Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 14.59 0.00 -14.59 -2297 -3 4

90 26.70 0.00 26.70 0.00 0 -4209 0180 0.00 14.59 0.00 14.59 2297 -3 -4

RYMSA UHF/AT15-250 PANEL - Elevation 157.000-158.000 - From Face D Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 26.70 0.00 0.00 -26.70 -4203 0 0

90 0.00 14.59 14.59 0.00 3 -2297 4180 26.70 0.00 0.00 26.70 4209 0 0

RYMSA UHF/AT15-250 PANEL - Elevation 156.000-157.000 - From Face C Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 14.56 0.00 -14.56 -2279 -3 4

90 26.65 0.00 26.65 0.00 0 -4174 0180 0.00 14.56 0.00 14.56 2279 -3 -4

RYMSA UHF/AT15-250 PANEL - Elevation 156.000-157.000 - From Face D Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 26.65 0.00 0.00 -26.65 -4168 0 0

90 0.00 14.56 14.56 0.00 3 -2279 4

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RRIISSAATToowweerr Job

ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 1 REFORZADO

Page 30 of 79

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 12 M

SECC. 0..60 M

Date 12:33:42 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

Client RTVC - RADIO TELEVISION NACONAL DE COLOMBIA

Designed by Ing. Jaime Gutierrez C.

RYMSA UHF/AT15-250 PANEL - Elevation 156.000-157.000 - From Face D Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 180 26.65 0.00 0.00 26.65 4174 0 0

RYMSA UHF/AT15-250 PANEL - Elevation 155.000-156.000 - From Face C Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 14.53 0.00 -14.53 -2260 -3 4

90 26.60 0.00 26.60 0.00 0 -4140 0180 0.00 14.53 0.00 14.53 2260 -3 -4

RYMSA UHF/AT15-250 PANEL - Elevation 155.000-156.000 - From Face D Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 26.60 0.00 0.00 -26.60 -4134 0 0

90 0.00 14.53 14.53 0.00 3 -2260 4180 26.60 0.00 0.00 26.60 4140 0 0

RYMSA UHF/AT15-250 PANEL - Elevation 154.000-155.000 - From Face C Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 14.51 0.00 -14.51 -2241 -3 4

90 26.56 0.00 26.56 0.00 0 -4106 0180 0.00 14.51 0.00 14.51 2241 -3 -4

RYMSA UHF/AT15-250 PANEL - Elevation 154.000-155.000 - From Face D Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 26.56 0.00 0.00 -26.56 -4100 0 0

90 0.00 14.51 14.51 0.00 3 -2241 4180 26.56 0.00 0.00 26.56 4106 0 0

RYMSA UHF/AT15-250 PANEL - Elevation 153.000-154.000 - From Face C Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 14.48 0.00 -14.48 -2223 -3 4

90 26.51 0.00 26.51 0.00 0 -4072 0180 0.00 14.48 0.00 14.48 2223 -3 -4

RYMSA UHF/AT15-250 PANEL - Elevation 152.000-153.000 - From Face C Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 14.45 0.00 -14.45 -2204 -3 4

90 26.46 0.00 26.46 0.00 0 -4038 0

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RRIISSAATToowweerr Job

ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 1 REFORZADO

Page 31 of 79

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 12 M

SECC. 0..60 M

Date 12:33:42 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

Client RTVC - RADIO TELEVISION NACONAL DE COLOMBIA

Designed by Ing. Jaime Gutierrez C.

RYMSA UHF/AT15-250 PANEL - Elevation 152.000-153.000 - From Face C Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 180 0.00 14.45 0.00 14.45 2204 -3 -4

ANTENA VHF BAND III 4 DIPO AT13-240 - Elevation 147.100-150.000 - From Face C Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 2.91 0.00 -2.91 -432 -44 2

90 2.91 0.00 2.91 0.00 0 -476 0180 0.00 2.91 0.00 2.91 432 -44 -2

ANTENA VHF BAND III 4 DIPO AT13-240 - Elevation 147.100-150.000 - From Face C Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 2.91 0.00 -2.91 -432 -44 2

90 2.91 0.00 2.91 0.00 0 -476 0180 0.00 2.91 0.00 2.91 432 -44 -2

ANTENA VHF BAND III 4 DIPO AT13-240 - Elevation 146.800-149.700 - From Face C Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 2.91 0.00 -2.91 -431 -44 2

90 2.91 0.00 2.91 0.00 0 -475 0180 0.00 2.91 0.00 2.91 431 -44 -2

ANTENA VHF BAND III 4 DIPO AT13-240 - Elevation 146.800-149.700 - From Face D Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 2.91 0.00 0.00 -2.91 -387 0 0

90 0.00 2.91 2.91 0.00 44 -431 2180 2.91 0.00 0.00 2.91 475 0 0

ANTENA VHF BAND III 4 DIPO AT13-240 - Elevation 143.600-146.500 - From Face C Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 2.89 0.00 -2.89 -419 -44 2

90 2.89 0.00 2.89 0.00 0 -463 0180 0.00 2.89 0.00 2.89 419 -44 -2

ANTENA VHF BAND III 4 DIPO AT13-240 - Elevation 143.600-146.500 - From Face D Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 2.89 0.00 0.00 -2.89 -375 0 0

90 0.00 2.89 2.89 0.00 44 -419 2

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Page 32 of 79

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 12 M

SECC. 0..60 M

Date 12:33:42 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

Client RTVC - RADIO TELEVISION NACONAL DE COLOMBIA

Designed by Ing. Jaime Gutierrez C.

ANTENA VHF BAND III 4 DIPO AT13-240 - Elevation 143.600-146.500 - From Face D Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 180 2.89 0.00 0.00 2.89 463 0 0

ANTENA VHF BAND III 4 DIPO AT13-240 - Elevation 140.400-143.300 - From Face C Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 2.87 0.00 -2.87 -407 -44 2

90 2.87 0.00 2.87 0.00 0 -451 0180 0.00 2.87 0.00 2.87 407 -44 -2

ANTENA VHF BAND III 4 DIPO AT13-240 - Elevation 140.400-143.300 - From Face D Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 2.87 0.00 0.00 -2.87 -363 0 0

90 0.00 2.87 2.87 0.00 44 -407 2180 2.87 0.00 0.00 2.87 451 0 0

ANTENA VHF BAND III 4 DIPO AT13-240 - Elevation 137.200-140.100 - From Face C Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 2.85 0.00 -2.85 -396 -44 2

90 2.85 0.00 2.85 0.00 0 -440 0180 0.00 2.85 0.00 2.85 396 -44 -2

ANTENA VHF BAND III 4 DIPO AT13-240 - Elevation 134.000-136.900 - From Face C Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 2.83 0.00 -2.83 -384 -44 2

90 2.83 0.00 2.83 0.00 0 -428 0180 0.00 2.83 0.00 2.83 384 -44 -2

ANTENA VHF BAND III 4 DIPO AT13-240 - Elevation 130.800-133.700 - From Face C Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 2.81 0.00 -2.81 -372 -44 2

90 2.81 0.00 2.81 0.00 0 -416 0180 0.00 2.81 0.00 2.81 372 -44 -2

ANTENA VHF BAND III 4 DIPO AT13-240 - Elevation 127.600-130.500 - From Face C Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 2.79 0.00 -2.79 -361 -44 2

90 2.79 0.00 2.79 0.00 0 -405 0

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ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 1 REFORZADO

Page 33 of 79

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 12 M

SECC. 0..60 M

Date 12:33:42 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

Client RTVC - RADIO TELEVISION NACONAL DE COLOMBIA

Designed by Ing. Jaime Gutierrez C.

ANTENA VHF BAND III 4 DIPO AT13-240 - Elevation 127.600-130.500 - From Face C Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 180 0.00 2.79 0.00 2.79 361 -44 -2

ANTENA PANEL FM KATHREIN - Elevation 112.100-115.000 - From Face C Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 2.32 0.00 -2.32 -264 -120 3

90 2.32 0.00 2.32 0.00 0 -384 0180 0.00 2.32 0.00 2.32 264 -120 -3

ANTENA PANEL FM KATHREIN - Elevation 108.900-111.800 - From Face C Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 2.30 0.00 -2.30 -254 -120 3

90 2.30 0.00 2.30 0.00 0 -375 0180 0.00 2.30 0.00 2.30 254 -120 -3

ANTENA PANEL FM KATHREIN - Elevation 105.700-108.600 - From Face C Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 2.28 0.00 -2.28 -245 -120 3

90 2.28 0.00 2.28 0.00 0 -365 0180 0.00 2.28 0.00 2.28 245 -120 -3

Discrete Appurtenance Totals - Service

Wind Azimuth

°

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 -400.89 -62162 -789 70

90 424.92 0.00 157 -66784 41180 0.00 400.89 62475 -789 -70

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 35755.52 Bracing Weight 35503.04 Total Member Self-Weight 71258.57 157 -789 Gusset Weight 162.02 Total Weight 72722.20 157 -789

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ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 1 REFORZADO

Page 34 of 79

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 12 M

SECC. 0..60 M

Date 12:33:42 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

Client RTVC - RADIO TELEVISION NACONAL 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 Wind 0 deg - No Ice 0.00 -42616.53 -2928136 -789 281Wind 90 deg - No Ice 42712.66 0.00 157 -2943789 163Wind 180 deg - No Ice 0.00 42616.53 2928449 -789 -281Total Weight 72722.20 157 -789 Wind 0 deg - Service 0.00 -10654.13 -731917 -789 70Wind 90 deg - Service 10678.16 0.00 157 -736539 41Wind 180 deg - Service 0.00 10654.13 732230 -789 -70

Load Combinations Comb.

No. Description

1 Dead Only 2 Dead+Wind 0 deg - No Ice 3 Dead+Wind 90 deg - No Ice 4 Dead+Wind 180 deg - No Ice 5 Dead+Wind 0 deg - Service 6 Dead+Wind 90 deg - Service 7 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 162 - 156 Leg Max Tension 4 2724.40 -22 9

Max. Compression 4 -2905.42 7 8 Max. Mx 4 -2887.33 24 -10 Max. My 3 -2881.62 -10 24 Max. Vy 4 49.44 11 8 Max. Vx 3 49.53 8 11 Diagonal Max Tension 3 1169.48 0 0 Max. Compression 4 -1181.52 0 0 Max. Mx 3 379.07 0 0 Max. My 3 -27.60 0 0 Max. Vy 3 0.46 0 0 Max. Vx 3 -0.06 0 0 Horizontal Max Tension 4 73.80 2 0 Max. Compression 3 -76.39 0 0 Max. Mx 3 57.45 -2 0 Max. My 4 -63.20 0 0 Max. Vy 3 -5.74 0 0 Max. Vx 4 -0.72 0 0 Top Girt Max Tension 4 16.54 0 0 Max. Compression 3 -18.50 0 0 Max. Mx 1 -1.00 0 0 Max. My 4 -1.02 0 0 Max. Vy 1 1.36 0 0 Max. Vx 4 -0.00 0 0

T2 156 - 152 Leg Max Tension 3 8020.70 29 -69 Max. Compression 3 -8407.97 -21 -24 Max. Mx 4 -5643.63 76 -31 Max. My 3 -5648.74 -31 76

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ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 1 REFORZADO

Page 35 of 79

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 12 M

SECC. 0..60 M

Date 12:33:42 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

Client RTVC - RADIO TELEVISION NACONAL 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 3 -116.08 -36 -10 Max. Vx 4 -115.24 -10 -36 Diagonal Max Tension 3 2334.67 0 0 Max. Compression 3 -2342.82 0 0 Max. Mx 3 1624.27 0 0 Max. My 3 -115.16 0 0 Max. Vy 3 0.48 0 0 Max. Vx 3 -0.08 0 0 Horizontal Max Tension 3 150.70 0 0 Max. Compression 3 -157.90 0 0 Max. Mx 3 109.50 7 1 Max. My 4 -49.27 0 -1 Max. Vy 3 -22.98 7 1 Max. Vx 4 -4.46 0 -1 Top Girt Max Tension 4 21.90 0 0 Max. Compression 4 -44.20 0 0 Max. Mx 1 1.83 0 0 Max. My 4 0.22 0 0 Max. Vy 1 1.36 0 0 Max. Vx 4 -0.00 0 0

T3 152 - 150 Leg Max Tension 3 6767.29 5 5 Max. Compression 3 -7061.64 7 7 Max. Mx 4 6642.48 20 -8 Max. My 2 6619.38 -9 20 Max. Vy 4 32.82 20 -8 Max. Vx 3 33.41 -9 20 Diagonal Max Tension 4 2974.58 0 0 Max. Compression 4 -3034.28 0 0 Max. Mx 3 -1490.19 0 0 Max. My 3 1905.15 0 0 Max. Vy 3 1.06 0 0 Max. Vx 3 -0.39 0 0 Horizontal Max Tension 4 43.39 0 0 Max. Compression 4 -68.06 0 0 Max. Mx 2 10.43 1 1 Max. My 4 -15.41 -1 1 Max. Vy 2 -2.73 1 1 Max. Vx 4 3.24 0 0 Top Girt Max Tension 3 928.31 0 0 Max. Compression 3 -993.13 0 0 Max. Mx 2 920.08 0 0 Max. My 2 -984.65 0 0 Max. Vy 2 1.34 0 0 Max. Vx 2 -0.23 0 0

T4 150 - 144 Leg Max Tension 3 12724.05 7 -24 Max. Compression 3 -13614.17 -13 42 Max. Mx 3 -13489.18 42 -13 Max. My 3 -13614.17 -13 42 Max. Vy 3 -66.81 -25 -8 Max. Vx 3 -67.05 -13 42 Diagonal Max Tension 3 1662.67 0 0 Max. Compression 3 -1691.71 0 0 Max. Mx 3 1345.60 0 0 Max. My 3 -164.36 0 0 Max. Vy 3 1.59 0 0 Max. Vx 3 -0.10 0 0 Horizontal Max Tension 3 100.95 0 0 Max. Compression 3 -124.95 0 0 Max. Mx 3 -70.22 1 0 Max. My 3 -27.14 0 0 Max. Vy 3 1.96 1 0

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ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 1 REFORZADO

Page 36 of 79

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 12 M

SECC. 0..60 M

Date 12:33:42 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

Client RTVC - RADIO TELEVISION NACONAL 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 -0.62 0 0 Top Girt Max Tension 3 2082.40 0 0 Max. Compression 3 -1976.63 0 0 Max. Mx 1 61.86 -1 0 Max. My 3 52.73 0 0 Max. Vy 1 2.94 0 0 Max. Vx 3 -0.00 0 0

T5 144 - 138 Leg Max Tension 3 21479.57 17 -55 Max. Compression 3 -22973.65 -18 72 Max. Mx 3 -22770.79 72 -18 Max. My 3 -22973.65 -18 72 Max. Vy 3 -116.34 72 -18 Max. Vx 3 -116.38 -18 72 Diagonal Max Tension 3 2064.80 0 0 Max. Compression 3 -2047.20 0 0 Max. Mx 3 1807.58 0 0 Max. My 3 -130.89 0 0 Max. Vy 3 1.58 0 0 Max. Vx 3 -0.10 0 0 Horizontal Max Tension 3 169.95 0 0 Max. Compression 3 -238.81 0 0 Max. Mx 3 -189.54 1 0 Max. My 3 -238.69 0 0 Max. Vy 3 -1.97 1 0 Max. Vx 3 -0.80 0 0

T6 138 - 132 Leg Max Tension 3 32113.35 35 -111 Max. Compression 3 -33960.61 -24 102 Max. Mx 3 -29937.24 129 -33 Max. My 3 -30158.27 -33 128 Max. Vy 3 206.73 128 -33 Max. Vx 3 207.00 -33 128 Diagonal Max Tension 3 2432.36 0 0 Max. Compression 3 -2476.76 0 0 Max. Mx 3 2142.93 0 0 Max. My 3 -264.34 0 0 Max. Vy 3 1.57 0 0 Max. Vx 3 -0.09 0 0 Horizontal Max Tension 3 320.37 1 0 Max. Compression 3 -416.32 0 1 Max. Mx 3 283.92 -1 0 Max. My 3 -29.27 0 1 Max. Vy 3 -2.36 0 0 Max. Vx 3 -1.24 0 0

T7 132 - 126 Leg Max Tension 3 44711.64 28 -132 Max. Compression 3 -47244.26 -72 255 Max. Mx 3 -47029.51 255 -73 Max. My 3 -47244.26 -72 255 Max. Vy 3 -384.24 255 -73 Max. Vx 3 -384.54 -72 255 Diagonal Max Tension 3 2794.99 0 0 Max. Compression 3 -2787.69 0 0 Max. Mx 3 2415.01 -1 0 Max. My 3 -273.14 0 0 Max. Vy 3 1.96 0 0 Max. Vx 3 -0.09 0 0 Horizontal Max Tension 3 526.86 0 0 Max. Compression 3 -667.09 0 0 Max. Mx 3 526.05 -1 0 Max. My 3 -134.13 0 1 Max. Vy 3 -2.41 0 0 Max. Vx 3 -1.35 0 0

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ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 1 REFORZADO

Page 37 of 79

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 12 M

SECC. 0..60 M

Date 12:33:42 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

Client RTVC - RADIO TELEVISION NACONAL 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 T8 126 - 120 Leg Max Tension 3 57511.88 182 -453

Max. Compression 3 -60871.66 -27 -4 Max. Mx 3 -56912.71 521 -181 Max. My 3 -57098.01 -181 521 Max. Vy 3 -744.53 521 -181 Max. Vx 3 -745.39 -181 521 Diagonal Max Tension 3 3445.31 0 0 Max. Compression 3 -3405.00 0 0 Max. Mx 3 2764.95 -1 0 Max. My 3 -927.49 0 0 Max. Vy 3 1.95 0 0 Max. Vx 3 -0.08 0 0 Horizontal Max Tension 3 954.34 0 0 Max. Compression 3 -1095.76 0 0 Max. Mx 3 704.18 4 4 Max. My 3 -192.15 0 -4 Max. Vy 3 6.84 4 4 Max. Vx 3 6.69 0 -4

T9 120 - 115 Leg Max Tension 3 48804.63 23 34 Max. Compression 3 -51910.50 -85 299 Max. Mx 3 -44090.70 298 -85 Max. My 3 -44171.78 -85 299 Max. Vy 3 370.53 298 -85 Max. Vx 3 371.45 -85 299 Diagonal Max Tension 3 13193.22 0 0 Max. Compression 3 -13393.90 0 0 Max. Mx 3 -5153.16 -3 0 Max. My 3 -2005.39 0 1 Max. Vy 3 -6.42 0 0 Max. Vx 3 -1.41 0 0 Horizontal Max Tension 3 1560.79 4 -36 Max. Compression 3 -595.88 -2 60 Max. Mx 3 293.93 -6 14 Max. My 3 -595.22 -1 60 Max. Vy 3 8.48 0 0 Max. Vx 3 -49.83 0 0 Top Girt Max Tension 3 6105.26 0 0 Max. Compression 3 -7046.72 0 0 Max. Mx 3 6105.26 -1 0 Max. My 2 -6837.65 0 0 Max. Vy 3 3.67 0 0 Max. Vx 2 -0.55 0 0

T10 115 - 110 Leg Max Tension 3 36067.61 -103 -97 Max. Compression 3 -39821.25 4 393 Max. Mx 3 -39780.21 392 4 Max. My 3 -39821.25 4 393 Max. Vy 3 -431.90 392 4 Max. Vx 3 -433.42 4 393 Diagonal Max Tension 3 4435.33 7 -3 Max. Compression 3 -4686.10 0 0 Max. Mx 3 3824.58 15 2 Max. My 4 -4376.08 -12 -11 Max. Vy 3 -13.33 15 2 Max. Vx 4 -7.67 0 0 Horizontal Max Tension 3 115.92 0 0 Max. Compression 3 -203.04 0 0 Max. Mx 3 -203.04 3 -3 Max. My 3 115.02 -1 12 Max. Vy 3 5.31 3 -3 Max. Vx 3 -8.94 -1 12 Top Girt Max Tension 3 5097.53 0 0

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ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 1 REFORZADO

Page 38 of 79

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 12 M

SECC. 0..60 M

Date 12:33:42 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

Client RTVC - RADIO TELEVISION NACONAL 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 -4593.93 0 0 Max. Mx 1 288.51 -7 0 Max. My 2 282.77 0 0 Max. Vy 1 10.55 0 0 Max. Vx 2 -0.00 0 0 Redund Horz 1

Bracing Max Tension 3 597.32 0 0

Max. Compression 3 -597.32 0 0 Max. Mx 1 28.83 0 0 Max. My 3 597.32 0 0 Max. Vy 1 0.80 0 0 Max. Vx 3 0.00 0 0 Redund Diag 1

Bracing Max Tension 3 627.41 0 0

Max. Compression 3 -611.25 0 0 Max. Mx 3 459.37 0 0 Max. My 3 611.25 0 0 Max. Vy 3 0.82 0 0 Max. Vx 3 -0.03 0 0 Redund Hip 1

Bracing Max Tension 4 5.57 0 0

Max. Compression 4 -11.56 0 0 Max. Mx 1 0.25 0 0 Max. My 3 -2.07 0 0 Max. Vy 1 1.13 0 0 Max. Vx 3 0.00 0 0

T11 110 - 105 Leg Max Tension 3 46081.36 42 -366 Max. Compression 3 -51631.12 8 618 Max. Mx 3 -51624.27 617 9 Max. My 3 -51631.12 8 618 Max. Vy 3 -768.53 617 9 Max. Vx 3 -772.36 8 618 Diagonal Max Tension 3 5166.50 11 5 Max. Compression 3 -5068.71 0 0 Max. Mx 3 4395.12 11 -5 Max. My 2 1077.85 8 -6 Max. Vy 3 -10.64 11 -5 Max. Vx 2 4.53 8 -6 Horizontal Max Tension 3 385.41 2 3 Max. Compression 3 -471.96 0 -5 Max. Mx 3 385.41 2 3 Max. My 3 -471.96 0 -5 Max. Vy 3 4.66 2 3 Max. Vx 3 3.65 0 -5 Redund Horz 1

Bracing Max Tension 3 967.71 0 0

Max. Compression 3 -889.43 0 0 Max. Mx 1 40.31 0 0 Max. My 2 -62.28 0 0 Max. Vy 1 0.80 0 0 Max. Vx 2 0.00 0 0 Redund Diag 1

Bracing Max Tension 3 930.22 0 0

Max. Compression 3 -994.43 0 0 Max. Mx 3 715.22 0 0 Max. My 3 930.22 0 0 Max. Vy 3 1.21 0 0 Max. Vx 3 -0.03 0 0 Redund Hip 1

Bracing Max Tension 4 14.10 0 0

Max. Compression 4 -5.42 0 0

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ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 1 REFORZADO

Page 39 of 79

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 12 M

SECC. 0..60 M

Date 12:33:42 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

Client RTVC - RADIO TELEVISION NACONAL 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 0.20 0 0 Max. My 2 -0.36 0 0 Max. Vy 1 1.13 0 0 Max. Vx 2 0.00 0 0

T12 105 - 100 Leg Max Tension 3 52296.72 23 -84 Max. Compression 3 -57891.85 156 286 Max. Mx 3 -56937.42 616 9 Max. My 3 -56902.10 8 617 Max. Vy 3 483.70 616 9 Max. Vx 3 482.10 8 617 Diagonal Max Tension 3 6040.80 2 1 Max. Compression 3 -6440.93 0 0 Max. Mx 3 4638.95 15 -1 Max. My 2 -4966.26 -12 6 Max. Vy 3 -13.97 15 -1 Max. Vx 2 -4.22 0 0 Horizontal Max Tension 3 211.87 3 9 Max. Compression 3 -255.09 0 1 Max. Mx 3 211.87 3 9 Max. My 3 210.01 3 9 Max. Vy 3 5.29 3 9 Max. Vx 3 -6.84 3 9 Redund Horz 1

Bracing Max Tension 3 868.38 0 0

Max. Compression 3 -868.38 0 0 Max. Mx 1 44.57 0 0 Max. My 3 867.85 0 0 Max. Vy 1 0.80 0 0 Max. Vx 3 0.00 0 0 Redund Diag 1

Bracing Max Tension 3 888.63 0 0

Max. Compression 3 -888.63 0 0 Max. Mx 3 737.89 0 0 Max. My 3 888.09 0 0 Max. Vy 3 0.82 0 0 Max. Vx 3 -0.02 0 0 Redund Hip 1

Bracing Max Tension 2 7.06 0 0

Max. Compression 2 -8.12 0 0 Max. Mx 1 0.26 0 0 Max. My 3 -1.89 0 0 Max. Vy 1 1.13 0 0 Max. Vx 3 0.00 0 0

T13 100 - 95 Leg Max Tension 3 64933.10 -218 -215 Max. Compression 3 -72449.14 -101 144 Max. Mx 3 -72012.35 1414 231 Max. My 3 -71954.28 232 1414 Max. Vy 3 -1476.21 1414 231 Max. Vx 3 -1478.64 232 1414 Diagonal Max Tension 3 6719.74 4 0 Max. Compression 3 -6777.90 0 0 Max. Mx 3 5150.59 19 -2 Max. My 2 -4957.52 -15 10 Max. Vy 3 -16.85 19 -2 Max. Vx 2 -6.70 0 0 Horizontal Max Tension 3 598.11 0 0 Max. Compression 3 -797.19 0 0 Max. Mx 3 -796.06 5 -17 Max. My 3 -797.19 5 -17 Max. Vy 3 6.84 5 -17 Max. Vx 3 12.43 5 -17

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RRIISSAATToowweerr Job

ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 1 REFORZADO

Page 40 of 79

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 12 M

SECC. 0..60 M

Date 12:33:42 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

Client RTVC - RADIO TELEVISION NACONAL 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 Redund Horz 1

Bracing Max Tension 3 1722.13 0 0

Max. Compression 3 -1518.48 0 0 Max. Mx 1 77.68 0 0 Max. My 3 -1005.48 0 0 Max. Vy 1 0.80 0 0 Max. Vx 3 0.00 0 0 Redund Diag 1

Bracing Max Tension 3 1578.73 0 0

Max. Compression 3 -1761.13 0 0 Max. Mx 3 1046.67 0 0 Max. My 3 1578.73 0 0 Max. Vy 3 1.10 0 0 Max. Vx 3 -0.03 0 0 Redund Hip 1

Bracing Max Tension 2 11.10 0 0

Max. Compression 2 -13.21 0 0 Max. Mx 1 0.07 0 0 Max. My 3 0.03 0 0 Max. Vy 1 1.13 0 0 Max. Vx 3 -0.00 0 0

T14 95 - 90 Leg Max Tension 3 78727.26 -117 19 Max. Compression 3 -87990.79 217 -167 Max. Mx 3 -85282.97 1414 227 Max. My 3 -85206.89 228 1413 Max. Vy 3 1235.25 -130 -871 Max. Vx 3 1232.45 -872 -126 Diagonal Max Tension 3 12355.31 0 0 Max. Compression 3 -12244.76 -3 -16 Max. Mx 3 9790.70 28 -9 Max. My 3 -1041.68 12 -23 Max. Vy 3 -22.85 28 -9 Max. Vx 3 16.35 12 -23 Horizontal Max Tension 3 583.20 7 17 Max. Compression 3 -655.86 -4 5 Max. Mx 3 583.20 7 17 Max. My 3 582.24 7 17 Max. Vy 3 8.20 7 17 Max. Vx 3 -12.61 7 17 Redund Horz 1

Bracing Max Tension 3 1553.54 0 0

Max. Compression 3 -1524.62 0 0 Max. Mx 1 76.53 0 0 Max. My 3 1553.54 0 0 Max. Vy 1 0.76 0 0 Max. Vx 3 0.02 0 0 Redund Diag 1

Bracing Max Tension 3 1613.61 0 0

Max. Compression 3 -1754.97 0 0 Max. Mx 3 1419.13 0 0 Max. My 3 1419.13 0 0 Max. Vy 3 1.10 0 0 Max. Vx 3 -0.09 0 0 Redund Hip 1

Bracing Max Tension 3 43.63 0 0

Max. Compression 4 -7.73 0 0 Max. Mx 1 1.18 0 0 Max. My 3 -3.33 0 0 Max. Vy 1 1.07 0 0 Max. Vx 3 -0.00 0 0

T15 90 - 85 Leg Max Tension 3 80617.55 233 -147

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RRIISSAATToowweerr Job

ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 1 REFORZADO

Page 41 of 79

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 12 M

SECC. 0..60 M

Date 12:33:42 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

Client RTVC - RADIO TELEVISION NACONAL 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 -90871.05 -491 -56 Max. Mx 3 -89135.25 1171 550 Max. My 3 -89116.09 544 1178 Max. Vy 3 -1183.33 1171 550 Max. Vx 3 -1191.95 544 1178 Diagonal Max Tension 3 10734.42 0 0 Max. Compression 3 -10733.43 17 -18 Max. Mx 3 6513.87 -33 -16 Max. My 3 -362.19 -22 26 Max. Vy 3 -25.22 0 0 Max. Vx 3 18.42 0 0 Horizontal Max Tension 3 308.70 0 0 Max. Compression 3 -657.29 0 0 Max. Mx 3 -657.27 18 -6 Max. My 3 308.68 -17 29 Max. Vy 3 17.57 18 -6 Max. Vx 3 19.74 0 0 Top Girt Max Tension 3 11304.90 0 0 Max. Compression 3 -13584.93 0 0 Max. Mx 1 -663.52 -10 0 Max. My 1 -663.52 0 1 Max. Vy 1 15.46 0 0 Max. Vx 1 1.55 0 0 Redund Horz 1

Bracing Max Tension 2 1585.35 0 0

Max. Compression 3 -1481.79 0 0 Max. Mx 1 73.59 0 0 Max. My 3 -1458.50 0 0 Max. Vy 1 0.86 0 0 Max. Vx 3 -0.09 0 0 Redund Diag 1

Bracing Max Tension 3 1433.53 0 0

Max. Compression 2 -1561.43 0 0 Max. Mx 3 113.68 -1 0 Max. My 3 982.99 0 0 Max. Vy 3 2.02 0 0 Max. Vx 3 -0.37 0 0 Redund Hip 1

Bracing Max Tension 3 45.43 0 0

Max. Compression 4 -18.98 0 0 Max. Mx 1 -4.06 0 0 Max. My 3 45.40 0 0 Max. Vy 1 1.79 0 0 Max. Vx 3 0.00 0 0

T16 85 - 80 Leg Max Tension 3 71371.65 -122 13 Max. Compression 3 -82869.98 -326 -247 Max. Mx 3 -81743.00 1177 547 Max. My 3 -81818.88 541 1185 Max. Vy 3 1255.12 1177 547 Max. Vx 3 1261.86 541 1185 Diagonal Max Tension 3 3715.76 0 0 Max. Compression 3 -3625.37 14 4 Max. Mx 3 -1075.34 18 8 Max. My 4 -1336.97 17 -9 Max. Vy 3 15.66 18 8 Max. Vx 4 -6.03 17 -9 Horizontal Max Tension 2 306.55 4 13 Max. Compression 3 -589.69 -10 -22 Max. Mx 3 211.89 21 0 Max. My 3 -587.48 -10 -22 Max. Vy 3 -18.24 21 0

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RRIISSAATToowweerr Job

ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 1 REFORZADO

Page 42 of 79

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 12 M

SECC. 0..60 M

Date 12:33:42 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

Client RTVC - RADIO TELEVISION NACONAL 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 11.60 -10 -22 Redund Horz 1

Bracing Max Tension 3 1543.05 0 0

Max. Compression 3 -1455.46 0 0 Max. Mx 1 81.65 0 0 Max. My 3 -1450.43 0 0 Max. Vy 1 1.11 0 0 Max. Vx 3 -0.08 0 0 Redund Diag 1

Bracing Max Tension 3 1235.24 0 0

Max. Compression 3 -1339.98 0 0 Max. Mx 3 591.89 -1 0 Max. My 3 1235.24 0 0 Max. Vy 3 1.65 0 0 Max. Vx 3 0.20 0 0 Redund Hip 1

Bracing Max Tension 4 9.20 0 0

Max. Compression 4 -16.07 0 0 Max. Mx 1 -4.16 -1 0 Max. My 3 -12.58 0 0 Max. Vy 1 2.30 0 0 Max. Vx 3 -0.00 0 0

T17 80 - 75 Leg Max Tension 3 66639.29 -332 13 Max. Compression 3 -76962.53 35 120 Max. Mx 3 65935.21 -845 244 Max. My 3 65940.60 240 -841 Max. Vy 3 822.24 183 210 Max. Vx 2 820.70 203 187 Diagonal Max Tension 3 2075.00 0 0 Max. Compression 4 -2760.27 0 0 Max. Mx 3 -1684.43 14 -5 Max. My 4 -1386.26 14 -5 Max. Vy 3 -13.79 14 -5 Max. Vx 2 -3.71 11 5 Horizontal Max Tension 2 171.61 5 -8 Max. Compression 3 -384.83 0 0 Max. Mx 3 -384.81 13 1 Max. My 3 91.23 -5 19 Max. Vy 3 14.39 13 1 Max. Vx 3 8.85 0 0 Redund Horz 1

Bracing Max Tension 3 1157.53 0 0

Max. Compression 3 -1157.53 0 0 Max. Mx 1 85.60 0 0 Max. My 3 -364.53 0 0 Max. Vy 1 1.31 0 0 Max. Vx 3 -0.10 0 0 Redund Diag 1

Bracing Max Tension 3 884.34 0 0

Max. Compression 3 -884.34 0 0 Max. Mx 3 444.00 -1 0 Max. My 3 291.07 0 0 Max. Vy 3 1.93 0 0 Max. Vx 3 0.21 0 0 Redund Hip 1

Bracing Max Tension 1 0.00 0 0

Max. Compression 4 -9.75 0 0 Max. Mx 1 -4.24 -1 0 Max. My 3 -2.70 0 0 Max. Vy 1 2.51 0 0 Max. Vx 3 0.00 0 0

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RRIISSAATToowweerr Job

ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 1 REFORZADO

Page 43 of 79

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 12 M

SECC. 0..60 M

Date 12:33:42 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

Client RTVC - RADIO TELEVISION NACONAL 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 T18 75 - 67.5 Leg Max Tension 3 64889.04 -847 246

Max. Compression 3 -79362.90 145 578 Max. Mx 3 64889.04 -847 246 Max. My 3 64811.42 243 -844 Max. Vy 3 -635.74 341 68 Max. Vx 3 -632.92 70 338 Diagonal Max Tension 4 1956.03 0 0 Max. Compression 3 -920.25 15 -2 Max. Mx 3 1308.81 16 1 Max. My 4 -184.25 14 -8 Max. Vy 3 -12.93 16 1 Max. Vx 3 4.14 13 7 Horizontal Max Tension 2 103.13 0 0 Max. Compression 3 -448.02 6 -8 Max. Mx 6 51.49 8 3 Max. My 3 -448.02 6 -8 Max. Vy 6 13.29 8 3 Max. Vx 3 3.83 6 -8 Redund Horz 1

Bracing Max Tension 3 1193.63 0 0

Max. Compression 3 -1193.63 0 0 Max. Mx 1 98.75 -1 0 Max. My 3 -934.17 0 0 Max. Vy 1 2.12 0 0 Max. Vx 3 -0.16 0 0 Redund Diag 1

Bracing Max Tension 3 1041.04 0 0

Max. Compression 3 -1041.04 0 0 Max. Mx 3 164.53 -2 0 Max. My 3 811.46 0 0 Max. Vy 3 3.47 0 0 Max. Vx 3 -0.42 0 0 Redund Hip 1

Bracing Max Tension 4 3.32 0 0

Max. Compression 4 -13.28 0 0 Max. Mx 1 -5.63 -1 0 Max. My 3 -13.23 0 0 Max. Vy 1 3.01 0 0 Max. Vx 3 -0.00 0 0

T19 67.5 - 60 Leg Max Tension 3 63942.15 -484 87 Max. Compression 3 -76944.95 206 181 Max. Mx 4 -75333.78 597 117 Max. My 4 -75522.93 104 611 Max. Vy 2 472.33 -413 -42 Max. Vx 4 448.56 104 611 Diagonal Max Tension 4 994.03 0 0 Max. Compression 4 -2032.67 0 0 Max. Mx 2 -1967.38 16 18 Max. My 2 -1674.81 12 -23 Max. Vy 2 -13.71 16 18 Max. Vx 2 -10.06 12 -23 Horizontal Max Tension 2 64.01 11 -13 Max. Compression 3 -300.93 11 6 Max. Mx 2 -2.76 14 39 Max. My 2 -3.90 14 40 Max. Vy 2 -16.71 14 39 Max. Vx 2 -12.85 0 0 Redund Horz 1

Bracing Max Tension 3 1157.26 0 0

Max. Compression 3 -1157.26 0 0 Max. Mx 1 107.70 -2 0

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RRIISSAATToowweerr Job

ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 1 REFORZADO

Page 44 of 79

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 12 M

SECC. 0..60 M

Date 12:33:42 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

Client RTVC - RADIO TELEVISION NACONAL 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 -245.01 0 0 Max. Vy 1 3.75 0 0 Max. Vx 4 -0.28 0 0 Redund Diag 1

Bracing Max Tension 3 905.70 0 0

Max. Compression 3 -905.70 0 0 Max. Mx 3 182.76 -3 0 Max. My 3 480.65 0 0 Max. Vy 3 -4.08 0 0 Max. Vx 3 -0.45 0 0 Redund Hip 1

Bracing Max Tension 1 0.00 0 0

Max. Compression 2 -22.25 0 0 Max. Mx 1 -7.27 -2 0 Max. My 4 -19.19 0 0 Max. Vy 1 -3.61 0 0 Max. Vx 4 0.00 0 0

T20 60 - 50 Leg Max Tension 3 64551.66 -459 69 Max. Compression 3 -82269.72 -33 764 Max. Mx 4 -81273.30 765 -35 Max. My 4 -81585.92 -56 785 Max. Vy 4 -436.83 765 -35 Max. Vx 4 -449.58 -56 785 Diagonal Max Tension 4 1857.66 0 0 Max. Compression 2 -1427.29 0 0 Max. Mx 3 1759.55 27 -1 Max. My 4 -767.28 -3 14 Max. Vy 3 20.59 24 9 Max. Vx 4 5.80 -4 14 Horizontal Max Tension 2 63.56 16 8 Max. Compression 3 -291.21 0 0 Max. Mx 4 -289.16 19 -10 Max. My 2 -285.24 19 -10 Max. Vy 4 -22.72 19 -10 Max. Vx 2 -3.90 19 -10 Redund Horz 1

Bracing Max Tension 3 1237.35 0 0

Max. Compression 3 -1237.35 0 0 Max. Mx 1 128.08 -2 0 Max. My 4 1222.36 0 0 Max. Vy 1 4.48 0 0 Max. Vx 4 -0.33 0 0 Redund Diag 1

Bracing Max Tension 3 1033.29 0 0

Max. Compression 3 -1033.29 0 0 Max. Mx 3 176.27 -5 0 Max. My 3 393.75 0 1 Max. Vy 3 6.20 0 0 Max. Vx 3 -0.71 0 0 Redund Hip 1

Bracing Max Tension 1 0.00 0 0

Max. Compression 4 -17.55 0 0 Max. Mx 1 -10.79 -3 0 Max. My 3 -16.16 0 0 Max. Vy 1 4.30 0 0 Max. Vx 3 -0.00 0 0

T21 50 - 40 Leg Max Tension 3 65620.19 -530 250 Max. Compression 3 -83448.99 261 -137 Max. Mx 4 -81309.84 779 -53 Max. My 4 -81682.73 -73 799 Max. Vy 4 407.17 779 -53

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RRIISSAATToowweerr Job

ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 1 REFORZADO

Page 45 of 79

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 12 M

SECC. 0..60 M

Date 12:33:42 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

Client RTVC - RADIO TELEVISION NACONAL 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 4 420.39 -73 799 Diagonal Max Tension 4 1917.66 21 3 Max. Compression 2 -2687.42 0 0 Max. Mx 2 -1687.06 31 27 Max. My 2 -1498.86 22 -36 Max. Vy 2 -22.88 31 27 Max. Vx 2 -12.29 22 -36 Horizontal Max Tension 2 56.01 27 -26 Max. Compression 3 -235.57 27 -26 Max. Mx 2 -59.45 35 51 Max. My 2 -60.31 34 51 Max. Vy 2 -28.76 35 51 Max. Vx 2 -12.56 0 0 Redund Horz 1

Bracing Max Tension 3 1255.08 0 0

Max. Compression 3 -1255.08 0 0 Max. Mx 4 -382.36 -4 0 Max. My 4 -129.83 0 0 Max. Vy 4 -6.96 0 0 Max. Vx 4 -0.51 0 0 Redund Diag 1

Bracing Max Tension 3 951.47 0 0

Max. Compression 3 -951.47 0 0 Max. Mx 3 69.13 -6 0 Max. My 4 348.76 0 1 Max. Vy 3 7.23 0 0 Max. Vx 4 -0.77 0 0 Redund Hip 1

Bracing Max Tension 1 0.00 0 0

Max. Compression 2 -31.10 0 0 Max. Mx 1 -12.44 -4 0 Max. My 4 -18.97 0 0 Max. Vy 1 -5.10 0 0 Max. Vx 4 0.00 0 0

T22 40 - 30 Leg Max Tension 3 67964.85 -286 24 Max. Compression 3 -90340.58 -136 868 Max. Mx 4 -89287.81 874 -142 Max. My 4 -89758.81 -165 896 Max. Vy 4 -479.33 874 -142 Max. Vx 4 -493.48 -165 896 Diagonal Max Tension 2 2735.33 39 -11 Max. Compression 2 -2853.48 0 0 Max. Mx 2 1493.51 42 7 Max. My 4 -2451.32 8 20 Max. Vy 3 36.48 39 12 Max. Vx 2 -10.49 35 19 Horizontal Max Tension 2 45.60 32 13 Max. Compression 3 -266.08 0 0 Max. Mx 3 -266.06 35 -14 Max. My 2 -261.27 35 -15 Max. Vy 4 -31.17 35 -15 Max. Vx 2 -4.56 35 -15 Redund Horz 1

Bracing Max Tension 3 1358.73 0 0

Max. Compression 3 -1358.73 0 0 Max. Mx 1 169.74 -5 0 Max. My 4 1342.90 0 0 Max. Vy 1 7.74 0 0 Max. Vx 4 -0.57 0 0 Redund Diag 1

Bracing Max Tension 3 958.37 0 0

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RRIISSAATToowweerr Job

ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 1 REFORZADO

Page 46 of 79

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 12 M

SECC. 0..60 M

Date 12:33:42 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

Client RTVC - RADIO TELEVISION NACONAL 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 -958.37 0 0 Max. Mx 3 95.31 -10 0 Max. My 4 947.20 0 1 Max. Vy 3 10.91 0 0 Max. Vx 4 -1.08 0 0 Redund Hip 1

Bracing Max Tension 1 0.00 0 0

Max. Compression 2 -24.25 0 0 Max. Mx 1 -18.51 -6 0 Max. My 3 -21.89 0 0 Max. Vy 1 5.89 0 0 Max. Vx 3 -0.00 0 0

T23 30 - 20 Leg Max Tension 3 69707.10 -553 342 Max. Compression 3 -95879.76 2087 -8202 Max. Mx 4 -94949.76 -8395 1889 Max. My 4 -95328.35 2347 -8509 Max. Vy 4 4130.53 1967 -489 Max. Vx 4 4185.10 -598 1991 Diagonal Max Tension 4 4520.50 34 -9 Max. Compression 4 -4534.47 0 0 Max. Mx 2 -1109.87 49 28 Max. My 2 -1125.19 39 -39 Max. Vy 3 39.96 43 8 Max. Vx 2 -13.67 35 30 Horizontal Max Tension 4 118.12 90 -23 Max. Compression 2 -1289.43 0 0 Max. Mx 2 -1275.56 118 64 Max. My 2 -1289.28 117 66 Max. Vy 2 -74.75 118 64 Max. Vx 2 -15.31 0 0 Redund Horz 1

Bracing Max Tension 3 1442.04 0 0

Max. Compression 2 -4449.55 0 0 Max. Mx 4 485.84 -15 0 Max. My 2 1438.56 0 1 Max. Vy 4 18.89 0 0 Max. Vx 2 -1.39 0 0 Redund Diag 1

Bracing Max Tension 2 2883.75 0 0

Max. Compression 3 -962.68 0 0 Max. Mx 6 -68.98 -13 0 Max. My 4 257.29 0 1 Max. Vy 6 12.28 0 0 Max. Vx 4 -1.15 0 0 Redund Hip 1

Bracing Max Tension 1 0.00 0 0

Max. Compression 2 -35.80 0 0 Max. Mx 1 -22.60 -7 0 Max. My 2 -33.92 0 0 Max. Vy 1 6.69 0 0 Max. Vx 2 -0.00 0 0

T24 20 - 10 Leg Max Tension 3 71102.26 750 -3127 Max. Compression 3 -100546.54 -952 -3596 Max. Mx 4 -95381.80 -8275 1896 Max. My 4 -95824.12 2434 -8477 Max. Vy 4 -6796.42 5373 1146 Max. Vx 4 -7217.73 870 6019 Diagonal Max Tension 4 6958.49 0 0 Max. Compression 2 -5546.17 298 -1950 Max. Mx 2 2269.99 -1583 1017 Max. My 4 848.87 852 -2515

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RRIISSAATToowweerr Job

ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 1 REFORZADO

Page 47 of 79

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 12 M

SECC. 0..60 M

Date 12:33:42 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

Client RTVC - RADIO TELEVISION NACONAL 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 -786.33 336 -2338 Max. Vx 2 1364.52 336 -2338 Top Girt Max Tension 2 20924.55 4286 -3245 Max. Compression 2 -1479.80 17 20 Max. Mx 2 20920.84 -7152 5981 Max. My 2 20920.84 -7152 5981 Max. Vy 2 -3533.51 4286 -3245 Max. Vx 2 2837.48 4286 -3245 Redund Horz 1

Bracing Max Tension 2 3096.50 0 0

Max. Compression 4 -3089.58 0 0 Max. Mx 5 -78.32 -1 0 Max. My 2 1495.36 0 0 Max. Vy 5 3.87 0 0 Max. Vx 2 -0.29 0 0 Redund Horz 2

Bracing Max Tension 3 1512.23 0 0

Max. Compression 3 -1512.23 0 0 Max. Mx 2 -543.97 -6 0 Max. My 2 1495.36 0 0 Max. Vy 2 9.82 0 0 Max. Vx 2 -0.74 0 0 Redund Horz 3

Bracing Max Tension 2 2643.51 0 0

Max. Compression 3 -1512.23 0 0 Max. Mx 4 2472.15 -17 0 Max. My 2 -682.21 0 1 Max. Vy 4 17.83 0 0 Max. Vx 2 -1.31 0 0 Redund Horz 4

Bracing Max Tension 3 1512.23 0 0

Max. Compression 3 -1512.23 0 0 Max. Mx 5 54.01 -52 0 Max. My 2 1495.36 0 4 Max. Vy 5 39.62 0 0 Max. Vx 2 -2.95 0 0 Redund Diag 1

Bracing Max Tension 4 3314.09 0 0

Max. Compression 2 -3044.37 0 0 Max. Mx 6 478.06 -3 0 Max. My 2 1325.04 0 2 Max. Vy 6 5.28 0 0 Max. Vx 2 -3.10 0 0 Redund Diag 2

Bracing Max Tension 4 1118.79 0 0

Max. Compression 3 -919.56 0 0 Max. Mx 6 328.19 -7 0 Max. My 2 909.30 0 3 Max. Vy 6 9.27 0 0 Max. Vx 2 -3.20 0 0 Redund Diag 3

Bracing Max Tension 3 824.12 0 0

Max. Compression 2 -1446.98 0 0 Max. Mx 2 810.24 -25 0 Max. My 2 810.24 0 -5 Max. Vy 2 23.16 0 0 Max. Vx 2 4.62 0 0 Redund Diag 4

Bracing Max Tension 2 12365.06 0 0

Max. Compression 3 -1949.85 0 0 Max. Mx 2 905.97 -21 0

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ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 1 REFORZADO

Page 48 of 79

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 12 M

SECC. 0..60 M

Date 12:33:42 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

Client RTVC - RADIO TELEVISION NACONAL 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 2 12365.06 0 -3 Max. Vy 2 21.39 0 0 Max. Vx 2 4.05 0 0 Redund Hip 1

Bracing Max Tension 6 3.65 0 0

Max. Compression 2 -441.29 0 0 Max. Mx 1 -3.04 -1 0 Max. My 2 -441.29 0 0 Max. Vy 1 2.83 0 0 Max. Vx 2 0.02 0 0 Redund Hip 2

Bracing Max Tension 2 38.91 0 0

Max. Compression 2 -652.32 0 0 Max. Mx 1 -6.19 -13 0 Max. My 2 -652.32 0 0 Max. Vy 1 13.93 0 0 Max. Vx 2 0.06 0 0 Redund Hip 3

Bracing Max Tension 1 0.00 0 0

Max. Compression 3 -1135.75 0 0 Max. Mx 1 -23.25 -47 0 Max. My 2 -1079.05 0 0 Max. Vy 1 34.06 0 0 Max. Vx 2 0.04 0 0 Inner Bracing Max Tension 2 1333.89 0 0 Max. Compression 2 -309.90 0 0 Max. Mx 1 0.66 -195 0 Max. My 4 1083.44 0 -32 Max. Vy 1 59.59 0 0 Max. Vx 7 -21.07 0 0

T25 10 - 0 Leg Max Tension 3 72316.88 -1878 3666 Max. Compression 3 -106701.78 1 -1 Max. Mx 2 -103510.91 -5772 1904 Max. My 2 -101805.03 499 -5034 Max. Vy 2 -3550.99 -5772 1904 Max. Vx 2 -3114.91 499 -5034 Diagonal Max Tension 2 6322.94 0 0 Max. Compression 3 -6593.75 41 -43 Max. Mx 3 -5815.34 -73 66 Max. My 3 -5875.70 -17 -98 Max. Vy 3 58.68 39 -48 Max. Vx 3 -40.30 0 0 Top Girt Max Tension 4 5319.80 20 5 Max. Compression 2 -7229.56 -3 40 Max. Mx 3 -1285.34 34 -21 Max. My 4 -5574.88 -3 40 Max. Vy 2 31.76 31 -34 Max. Vx 2 -21.68 31 -34 Redund Horz 1

Bracing Max Tension 3 1604.81 0 0

Max. Compression 3 -1604.81 0 0 Max. Mx 5 -29.10 -1 0 Max. My 3 1604.81 0 0 Max. Vy 5 -3.28 0 0 Max. Vx 3 -0.24 0 0 Redund Horz 2

Bracing Max Tension 3 1604.81 0 0

Max. Compression 3 -1604.81 0 0 Max. Mx 2 1594.95 -8 0 Max. My 3 1581.74 0 1 Max. Vy 2 10.92 0 0

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ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 1 REFORZADO

Page 49 of 79

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 12 M

SECC. 0..60 M

Date 12:33:42 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

Client RTVC - RADIO TELEVISION NACONAL 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 -0.80 0 0 Redund Horz 3

Bracing Max Tension 3 1604.81 0 0

Max. Compression 3 -1604.81 0 0 Max. Mx 1 263.33 -27 0 Max. My 3 1604.81 0 2 Max. Vy 1 24.51 0 0 Max. Vx 3 1.80 0 0 Redund Horz 4

Bracing Max Tension 3 1604.81 0 0

Max. Compression 3 -1604.81 0 0 Max. Mx 5 48.00 -52 0 Max. My 2 1594.95 0 4 Max. Vy 5 35.62 0 0 Max. Vx 2 -2.61 0 0 Redund Diag 1

Bracing Max Tension 3 1320.93 0 0

Max. Compression 3 -1320.93 0 0 Max. Mx 2 1312.81 -3 0 Max. My 2 1312.81 0 0 Max. Vy 2 4.91 0 0 Max. Vx 2 0.69 0 0 Redund Diag 2

Bracing Max Tension 3 941.60 0 0

Max. Compression 3 -941.60 0 0 Max. Mx 3 941.60 -9 0 Max. My 2 935.81 0 -1 Max. Vy 3 10.38 0 0 Max. Vx 2 0.97 0 0 Redund Diag 3

Bracing Max Tension 3 858.66 0 0

Max. Compression 3 -858.66 0 0 Max. Mx 3 858.66 -22 0 Max. My 2 853.38 0 -2 Max. Vy 3 19.17 0 0 Max. Vx 2 1.58 0 0 Redund Diag 4

Bracing Max Tension 4 1362.06 0 0

Max. Compression 4 -2304.24 0 0 Max. Mx 3 904.62 -31 0 Max. My 4 902.76 0 -3 Max. Vy 3 28.66 0 0 Max. Vx 4 2.41 0 0 Redund Hip 1

Bracing Max Tension 3 48.63 0 0

Max. Compression 3 -53.32 0 0 Max. Mx 7 -12.01 -2 0 Max. My 2 40.90 0 0 Max. Vy 7 4.65 0 0 Max. Vx 2 0.00 0 0 Redund Hip 2

Bracing Max Tension 3 16.55 0 0

Max. Compression 3 -45.30 0 0 Max. Mx 5 -3.43 -10 0 Max. My 2 -44.45 0 0 Max. Vy 5 9.31 0 0 Max. Vx 2 0.00 0 0 Redund Hip 3

Bracing Max Tension 1 0.00 0 0

Max. Compression 2 -32.82 0 0 Max. Mx 1 -23.30 -15 0

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ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 1 REFORZADO

Page 50 of 79

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 12 M

SECC. 0..60 M

Date 12:33:42 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

Client RTVC - RADIO TELEVISION NACONAL 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 2 -32.82 0 0 Max. Vy 1 9.46 0 0 Max. Vx 2 0.00 0 0 Inner Bracing Max Tension 2 153.36 0 0 Max. Compression 2 -179.74 0 0 Max. Mx 1 1.49 -241 0 Max. My 1 2.47 0 30 Max. Vy 1 66.28 0 0 Max. Vx 1 -23.43 0 0

Maximum Reactions

Location Condition Gov. Load

Comb.

Vertical kg

Horizontal, X kg

Horizontal, Z kg

Leg D Max. Vert 4 110598.13 8428.04 -12196.54 Max. Hx 4 110598.13 8428.04 -12196.54 Max. Hz 2 -72341.94 -5241.05 9038.14 Min. Vert 3 -74655.78 -9338.90 5534.16 Min. Hx 3 -74655.78 -9338.90 5534.16 Min. Hz 4 110598.13 8428.04 -12196.54

Leg C Max. Vert 3 111094.08 -12254.35 -8437.30 Max. Hx 2 -74151.85 5493.30 9338.48 Max. Hz 2 -74151.85 5493.30 9338.48 Min. Vert 2 -74151.85 5493.30 9338.48 Min. Hx 3 111094.08 -12254.35 -8437.30 Min. Hz 4 108977.17 -8209.22 -12035.86

Leg B Max. Vert 2 110549.34 -8469.78 12215.05 Max. Hx 4 -72628.30 5271.92 -9095.31 Max. Hz 2 110549.34 -8469.78 12215.05 Min. Vert 4 -72628.30 5271.92 -9095.31 Min. Hx 3 109431.54 -12073.56 8233.21 Min. Hz 4 -72628.30 5271.92 -9095.31

Leg A Max. Vert 2 108659.68 8224.87 11978.14 Max. Hx 2 108659.68 8224.87 11978.14 Max. Hz 2 108659.68 8224.87 11978.14 Min. Vert 4 -74217.50 -5483.53 -9334.65 Min. Hx 3 -73140.94 -9088.21 -5336.52 Min. Hz 4 -74217.50 -5483.53 -9334.65

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 72722.18 -0.11 -0.03 155 -782 0Dead+Wind 0 deg - No Ice 72715.23 -7.34 -42569.81 -2927451 -638 301Dead+Wind 90 deg - No Ice 72728.90 42755.02 6.44 1182 -2948420 224Dead+Wind 180 deg - No Ice 72729.51 -7.21 42662.35 2933201 254 -257Dead+Wind 0 deg - Service 72722.17 -0.01 -10651.74 -730458 -810 77Dead+Wind 90 deg - Service 72722.19 10675.72 -0.01 161 -735159 43Dead+Wind 180 deg - Service 72722.19 -0.01 10651.73 730782 -812 -77

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ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 1 REFORZADO

Page 51 of 79

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 12 M

SECC. 0..60 M

Date 12:33:42 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

Client RTVC - RADIO TELEVISION NACONAL 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 -72722.20 -0.00 0.11 72722.18 0.03 0.000% 2 0.00 -72722.19 -42616.53 7.34 72715.23 42569.81 0.057% 3 42712.66 -72722.19 0.00 -42755.02 72728.90 -6.44 0.051% 4 -0.00 -72722.19 42616.53 7.21 72729.51 -42662.35 0.056% 5 -0.00 -72722.20 -10654.13 0.01 72722.17 10651.74 0.003% 6 10678.16 -72722.20 0.00 -10675.72 72722.19 0.01 0.003% 7 -0.00 -72722.20 10654.13 0.01 72722.19 -10651.73 0.003%

Non-Linear Convergence Results

Load Combination

Converged? Number of Cycles

Displacement Tolerance

Force Tolerance

1 Yes 6 0.00000001 0.00001530 2 No 200 0.00239499 0.00000000 3 No 200 0.00219917 0.00000000 4 No 200 0.00238460 0.00000000 5 Yes 29 0.00013641 0.00013780 6 Yes 29 0.00013663 0.00013893 7 Yes 29 0.00013648 0.00013812

Maximum Tower Deflections - Service Wind

Section No.

Elevation

m

Horz. Deflection

mm

Gov. Load

Comb.

Tilt °

Twist °

T1 162 - 156 764.87 6 0.9115 0.0533 T2 156 - 152 669.55 6 0.8923 0.0443 T3 152 - 150 608.25 6 0.8231 0.0187 T4 150 - 144 580.68 6 0.7874 0.0149 T5 144 - 138 499.83 6 0.7420 0.0127 T6 138 - 132 425.43 6 0.6606 0.0103 T7 132 - 126 359.62 6 0.5767 0.0076 T8 126 - 120 303.49 6 0.4769 0.0054 T9 120 - 115 257.62 6 0.3795 0.0032

T10 115 - 110 228.87 6 0.3185 0.0027 T11 110 - 105 201.41 6 0.2925 0.0023 T12 105 - 100 175.70 6 0.2760 0.0019 T13 100 - 95 151.40 6 0.2608 0.0015 T14 95 - 90 128.52 6 0.2420 0.0012 T15 90 - 85 106.82 6 0.2147 0.0008 T16 85 - 80 91.37 6 0.1670 0.0005 T17 80 - 75 77.91 6 0.1465 0.0004 T18 75 - 67.5 66.31 6 0.1235 0.0003 T19 67.5 - 60 51.65 6 0.1001 0.0002 T20 60 - 50 39.73 6 0.0800 0.0001 T21 50 - 40 26.92 6 0.0626 0.0001 T22 40 - 30 16.74 6 0.0485 0.0001 T23 30 - 20 9.07 6 0.0344 0.0000

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ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 1 REFORZADO

Page 52 of 79

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 12 M

SECC. 0..60 M

Date 12:33:42 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

Client RTVC - RADIO TELEVISION NACONAL DE COLOMBIA

Designed by Ing. Jaime Gutierrez C.

Section No.

Elevation

m

Horz. Deflection

mm

Gov. Load

Comb.

Tilt °

Twist °

T24 20 - 10 3.58 6 0.0228 0.0000 T25 10 - 0 0.86 5 0.0111 0.0000

Critical Deflections and Radius of Curvature - Service Wind

Elevation

m

Appurtenance Gov. Load

Comb.

Deflection

mm

Tilt °

Twist °

Radius of Curvature

m 162.000 RYMSA UHF/AT15-250 PANEL 6 764.87 0.9115 0.0533 267410 161.500 RYMSA UHF/AT15-250 PANEL 6 756.92 0.9120 0.0535 267410 161.000 RYMSA UHF/AT15-250 PANEL 6 748.97 0.9125 0.0538 267410 160.500 RYMSA UHF/AT15-250 PANEL 6 741.02 0.9127 0.0539 267410 160.000 RYMSA UHF/AT15-250 PANEL 6 733.07 0.9127 0.0539 203764 159.500 RYMSA UHF/AT15-250 PANEL 6 725.13 0.9124 0.0537 163012 159.000 RYMSA UHF/AT15-250 PANEL 6 717.18 0.9116 0.0534 135843 158.500 RYMSA UHF/AT15-250 PANEL 6 709.23 0.9103 0.0527 116437 158.000 RYMSA UHF/AT15-250 PANEL 6 701.29 0.9083 0.0518 101883 157.500 RYMSA UHF/AT15-250 PANEL 6 693.35 0.9056 0.0505 90561 157.000 RYMSA UHF/AT15-250 PANEL 6 685.41 0.9021 0.0489 70418 156.500 RYMSA UHF/AT15-250 PANEL 6 677.48 0.8977 0.0468 35825 156.000 RYMSA UHF/AT15-250 PANEL 6 669.55 0.8923 0.0443 16064 155.500 RYMSA UHF/AT15-250 PANEL 6 661.62 0.8859 0.0412 8069 155.000 RYMSA UHF/AT15-250 PANEL 6 653.72 0.8786 0.0379 4849 154.500 RYMSA UHF/AT15-250 PANEL 6 645.88 0.8705 0.0343 3339 154.000 RYMSA UHF/AT15-250 PANEL 6 638.11 0.8617 0.0306 2533 153.500 RYMSA UHF/AT15-250 PANEL 6 630.43 0.8524 0.0271 2040 153.000 RYMSA UHF/AT15-250 PANEL 6 622.88 0.8428 0.0238 1726 152.500 RYMSA UHF/AT15-250 PANEL 6 615.48 0.8330 0.0210 1578 152.000 RYMSA UHF/AT15-250 PANEL 6 608.25 0.8231 0.0187 1610 150.000 ANTENA VHF BAND III 4 DIPO

AT13-240 6 580.68 0.7874 0.0149 18735

149.700 ANTENA VHF BAND III 4 DIPO AT13-240

6 576.60 0.7833 0.0146 95167

148.550 ANTENA VHF BAND III 4 DIPO AT13-240

6 560.95 0.7710 0.0140 200831

148.250 ANTENA VHF BAND III 4 DIPO AT13-240

6 556.87 0.7685 0.0138 50857

147.100 ANTENA VHF BAND III 4 DIPO AT13-240

6 541.24 0.7609 0.0134 13158

146.800 ANTENA VHF BAND III 4 DIPO AT13-240

6 537.18 0.7592 0.0133 11025

146.500 ANTENA VHF BAND III 4 DIPO AT13-240

6 533.13 0.7576 0.0132 9488

145.050 ANTENA VHF BAND III 4 DIPO AT13-240

6 513.68 0.7496 0.0129 5680

143.600 ANTENA VHF BAND III 4 DIPO AT13-240

6 494.61 0.7384 0.0126 4484

143.300 ANTENA VHF BAND III 4 DIPO AT13-240

6 490.73 0.7354 0.0125 4423

141.850 ANTENA VHF BAND III 4 DIPO AT13-240

6 472.22 0.7179 0.0120 4378

140.400 ANTENA VHF BAND III 4 DIPO AT13-240

6 454.20 0.6971 0.0114 4371

140.100 ANTENA VHF BAND III 4 DIPO AT13-240

6 450.53 0.6926 0.0112 4370

138.650 ANTENA VHF BAND III 4 DIPO AT13-240

6 433.09 0.6703 0.0106 4354

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ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 1 REFORZADO

Page 53 of 79

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 12 M

SECC. 0..60 M

Date 12:33:42 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

Client RTVC - RADIO TELEVISION NACONAL DE COLOMBIA

Designed by Ing. Jaime Gutierrez C.

Elevation

m

Appurtenance Gov. Load

Comb.

Deflection

mm

Tilt °

Twist °

Radius of Curvature

m 137.200 ANTENA VHF BAND III 4 DIPO

AT13-240 6 416.14 0.6490 0.0099 4217

136.900 ANTENA VHF BAND III 4 DIPO AT13-240

6 412.69 0.6448 0.0097 4171

135.450 ANTENA VHF BAND III 4 DIPO AT13-240

6 396.34 0.6249 0.0091 3948

134.000 ANTENA VHF BAND III 4 DIPO AT13-240

6 380.52 0.6052 0.0085 3746

133.700 ANTENA VHF BAND III 4 DIPO AT13-240

6 377.31 0.6010 0.0083 3707

132.250 ANTENA VHF BAND III 4 DIPO AT13-240

6 362.17 0.5804 0.0077 3561

130.800 ANTENA VHF BAND III 4 DIPO AT13-240

6 347.63 0.5582 0.0072 3617

130.500 ANTENA VHF BAND III 4 DIPO AT13-240

6 344.69 0.5533 0.0071 3647

129.050 ANTENA VHF BAND III 4 DIPO AT13-240

6 330.84 0.5293 0.0066 3801

127.600 ANTENA VHF BAND III 4 DIPO AT13-240

6 317.55 0.5045 0.0060 3968

115.000 ANTENA PANEL FM KATHREIN 6 228.87 0.3185 0.0027 32314 113.550 ANTENA PANEL FM KATHREIN 6 220.88 0.3080 0.0026 66523 112.100 ANTENA PANEL FM KATHREIN 6 212.86 0.3006 0.0025 26939 111.800 ANTENA PANEL FM KATHREIN 6 211.21 0.2993 0.0024 20872 110.350 ANTENA PANEL FM KATHREIN 6 203.30 0.2938 0.0023 10628 108.900 ANTENA PANEL FM KATHREIN 6 195.58 0.2887 0.0022 10494 108.600 ANTENA PANEL FM KATHREIN 6 194.01 0.2877 0.0022 11000 107.150 ANTENA PANEL FM KATHREIN 6 186.53 0.2828 0.0020 14622 105.700 ANTENA PANEL FM KATHREIN 6 179.20 0.2781 0.0019 21312 10.000 KP3F-23 5 0.86 0.0111 0.0000 50526

Maximum Tower Deflections - Design Wind

Section No.

Elevation

m

Horz. Deflection

mm

Gov. Load

Comb.

Tilt °

Twist °

T1 162 - 156 2978.22 3 3.5243 0.2278 T2 156 - 152 2609.83 3 3.4492 0.1918 T3 152 - 150 2373.07 3 3.1749 0.0893 T4 150 - 144 2266.90 3 3.0332 0.0740 T5 144 - 138 1955.73 3 2.8544 0.0653 T6 138 - 132 1669.91 3 2.5334 0.0557 T7 132 - 126 1417.93 3 2.2024 0.0452 T8 126 - 120 1204.14 3 1.8079 0.0364 T9 120 - 115 1030.95 3 1.4217 0.0274

T10 115 - 110 924.26 3 1.1788 0.0253 T11 110 - 105 822.69 3 1.0760 0.0238 T12 105 - 100 728.04 3 1.0102 0.0223 T13 100 - 95 639.02 3 0.9503 0.0209 T14 95 - 90 555.61 3 0.8755 0.0196 T15 90 - 85 476.86 3 0.7667 0.0179 T16 85 - 80 422.98 3 0.5780 0.0168 T17 80 - 75 377.04 3 0.4949 0.0163 T18 75 - 67.5 338.49 3 0.4054 0.0160 T19 67.5 - 60 292.00 4 0.3094 0.0156 T20 60 - 50 256.50 4 0.2327 0.0154

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ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 1 REFORZADO

Page 54 of 79

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 12 M

SECC. 0..60 M

Date 12:33:42 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

Client RTVC - RADIO TELEVISION NACONAL DE COLOMBIA

Designed by Ing. Jaime Gutierrez C.

Section No.

Elevation

m

Horz. Deflection

mm

Gov. Load

Comb.

Tilt °

Twist °

T21 50 - 40 221.36 4 0.1592 0.0152 T22 40 - 30 196.56 4 0.1074 0.0151 T23 30 - 20 181.79 4 0.0471 0.0151 T24 20 - 10 175.41 4 0.0045 0.0150 T25 10 - 0 3.94 2 0.0441 0.0003

Critical Deflections and Radius of Curvature - Design Wind

Elevation

m

Appurtenance Gov. Load

Comb.

Deflection

mm

Tilt °

Twist °

Radius of Curvature

m 162.000 RYMSA UHF/AT15-250 PANEL 3 2978.22 3.5243 0.2278 76029 161.500 RYMSA UHF/AT15-250 PANEL 3 2947.50 3.5266 0.2289 76029 161.000 RYMSA UHF/AT15-250 PANEL 3 2916.78 3.5284 0.2298 76029 160.500 RYMSA UHF/AT15-250 PANEL 3 2886.06 3.5296 0.2304 76029 160.000 RYMSA UHF/AT15-250 PANEL 3 2855.34 3.5296 0.2304 57934 159.500 RYMSA UHF/AT15-250 PANEL 3 2824.63 3.5283 0.2298 46347 159.000 RYMSA UHF/AT15-250 PANEL 3 2793.92 3.5252 0.2283 38622 158.500 RYMSA UHF/AT15-250 PANEL 3 2763.22 3.5199 0.2258 33105 158.000 RYMSA UHF/AT15-250 PANEL 3 2732.52 3.5122 0.2221 28967 157.500 RYMSA UHF/AT15-250 PANEL 3 2701.83 3.5016 0.2170 25747 157.000 RYMSA UHF/AT15-250 PANEL 3 2671.15 3.4878 0.2104 19680 156.500 RYMSA UHF/AT15-250 PANEL 3 2640.48 3.4704 0.2021 9557 156.000 RYMSA UHF/AT15-250 PANEL 3 2609.83 3.4492 0.1918 4163 155.500 RYMSA UHF/AT15-250 PANEL 3 2579.19 3.4238 0.1797 2065 155.000 RYMSA UHF/AT15-250 PANEL 3 2548.67 3.3947 0.1662 1234 154.500 RYMSA UHF/AT15-250 PANEL 3 2518.35 3.3625 0.1518 849 154.000 RYMSA UHF/AT15-250 PANEL 3 2488.32 3.3278 0.1372 643 153.500 RYMSA UHF/AT15-250 PANEL 3 2458.68 3.2911 0.1230 517 153.000 RYMSA UHF/AT15-250 PANEL 3 2429.53 3.2530 0.1099 437 152.500 RYMSA UHF/AT15-250 PANEL 3 2400.96 3.2140 0.0985 400 152.000 RYMSA UHF/AT15-250 PANEL 3 2373.07 3.1749 0.0893 408 150.000 ANTENA VHF BAND III 4 DIPO

AT13-240 3 2266.90 3.0332 0.0740 4756

149.700 ANTENA VHF BAND III 4 DIPO AT13-240

3 2251.21 3.0169 0.0731 24608

148.550 ANTENA VHF BAND III 4 DIPO AT13-240

3 2190.98 2.9680 0.0704 57023

148.250 ANTENA VHF BAND III 4 DIPO AT13-240

3 2175.26 2.9582 0.0699 13299

147.100 ANTENA VHF BAND III 4 DIPO AT13-240

3 2115.10 2.9282 0.0682 3373

146.800 ANTENA VHF BAND III 4 DIPO AT13-240

3 2099.46 2.9216 0.0679 2824

146.500 ANTENA VHF BAND III 4 DIPO AT13-240

3 2083.85 2.9154 0.0676 2428

145.050 ANTENA VHF BAND III 4 DIPO AT13-240

3 2009.03 2.8842 0.0663 1450

143.600 ANTENA VHF BAND III 4 DIPO AT13-240

3 1935.66 2.8401 0.0649 1144

143.300 ANTENA VHF BAND III 4 DIPO AT13-240

3 1920.71 2.8282 0.0645 1128

141.850 ANTENA VHF BAND III 4 DIPO AT13-240

3 1849.59 2.7594 0.0625 1116

140.400 ANTENA VHF BAND III 4 DIPO AT13-240

3 1780.35 2.6774 0.0601 1114

140.100 ANTENA VHF BAND III 4 DIPO 3 1766.26 2.6595 0.0595 1114

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ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 1 REFORZADO

Page 55 of 79

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 12 M

SECC. 0..60 M

Date 12:33:42 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

Client RTVC - RADIO TELEVISION NACONAL DE COLOMBIA

Designed by Ing. Jaime Gutierrez C.

Elevation

m

Appurtenance Gov. Load

Comb.

Deflection

mm

Tilt °

Twist °

Radius of Curvature

m AT13-240

138.650 ANTENA VHF BAND III 4 DIPO AT13-240

3 1699.31 2.5719 0.0569 1110

137.200 ANTENA VHF BAND III 4 DIPO AT13-240

3 1634.26 2.4877 0.0542 1074

136.900 ANTENA VHF BAND III 4 DIPO AT13-240

3 1621.04 2.4710 0.0536 1062

135.450 ANTENA VHF BAND III 4 DIPO AT13-240

3 1558.38 2.3925 0.0510 1003

134.000 ANTENA VHF BAND III 4 DIPO AT13-240

3 1497.81 2.3148 0.0485 951

133.700 ANTENA VHF BAND III 4 DIPO AT13-240

3 1485.55 2.2985 0.0480 941

132.250 ANTENA VHF BAND III 4 DIPO AT13-240

3 1427.67 2.2171 0.0456 903

130.800 ANTENA VHF BAND III 4 DIPO AT13-240

3 1372.13 2.1291 0.0435 917

130.500 ANTENA VHF BAND III 4 DIPO AT13-240

3 1360.93 2.1101 0.0430 925

129.050 ANTENA VHF BAND III 4 DIPO AT13-240

3 1308.15 2.0152 0.0409 964

127.600 ANTENA VHF BAND III 4 DIPO AT13-240

3 1257.55 1.9172 0.0389 1007

115.000 ANTENA PANEL FM KATHREIN 3 924.26 1.1788 0.0253 8015 113.550 ANTENA PANEL FM KATHREIN 3 894.71 1.1374 0.0250 16343 112.100 ANTENA PANEL FM KATHREIN 3 865.02 1.1078 0.0245 6817 111.800 ANTENA PANEL FM KATHREIN 3 858.90 1.1026 0.0244 5271 110.350 ANTENA PANEL FM KATHREIN 3 829.64 1.0809 0.0240 2675 108.900 ANTENA PANEL FM KATHREIN 3 801.18 1.0608 0.0235 2642 108.600 ANTENA PANEL FM KATHREIN 3 795.39 1.0568 0.0234 2769 107.150 ANTENA PANEL FM KATHREIN 3 767.86 1.0374 0.0229 3686 105.700 ANTENA PANEL FM KATHREIN 3 740.91 1.0188 0.0225 5385 10.000 KP3F-23 2 3.94 0.0441 0.0003 318

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 162 Leg A325X 16 8 30.68 5528.16 0.006 1.333 Bearing

Diagonal A325X 16 2 590.76 2764.08 0.214 1.333 Member Bearing

Horizontal A325X 13 1 73.80 1596.06 0.046 1.333 Member Bearing

Top Girt A325X 16 1 16.54 2694.43 0.006 1.333 Member Block Shear

T2 156 Leg A325X 16 12 934.97 5528.16 0.169 1.333 Bearing

Diagonal A325X 16 2 1171.41 2764.08 0.424 1.333 Member Bearing

Horizontal A325X 13 1 150.70 1596.06 0.094 1.333 Member Bearing

Top Girt A325X 16 1 44.20 4146.12 0.011 1.333 Member Bearing

T3 152 Leg A325X 16 12 1175.24 5528.16 0.213 1.333 Bearing

Diagonal A325X 16 2 1517.14 2764.08 0.549 1.333 Member Bearing

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ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 1 REFORZADO

Page 56 of 79

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 12 M

SECC. 0..60 M

Date 12:33:42 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

Client RTVC - RADIO TELEVISION NACONAL 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

Horizontal A325X 16 1 68.06 2764.08 0.025 1.333 Member Bearing

Top Girt A325X 16 2 496.57 4146.12 0.120 1.333 Member Bearing

T4 150 Leg A325X 16 12 1395.82 5528.16 0.252 1.333 Bearing

Diagonal A325X 16 2 845.85 4146.12 0.204 1.333 Member Bearing

Horizontal A325X 16 1 100.95 1796.29 0.056 1.333 Member Block Shear

Top Girt A325X 16 2 1041.20 4146.12 0.251 1.333 Member Bearing

T5 144 Leg A325X 16 12 2755.87 5528.16 0.499 1.333 Bearing

Diagonal A325X 16 2 1032.40 4146.12 0.249 1.333 Member Bearing

Horizontal A325X 16 1 169.95 1796.29 0.095 1.333 Member Block Shear

T6 138 Leg A325X 16 12 4394.43 6910.21 0.636 1.333 Bearing

Diagonal A325X 16 2 1238.38 4146.12 0.299 1.333 Member Bearing

Horizontal A325X 16 1 320.37 1796.29 0.178 1.333 Member Block Shear

T7 132 Leg A325X 16 12 6373.70 8292.26 0.769 1.333 Bearing

Diagonal A325X 16 2 1397.49 4146.12 0.337 1.333 Member Bearing

Horizontal A325X 16 1 526.86 1796.29 0.293 1.333 Member Block Shear

T8 126 Leg A325X 16 12 8567.77 8292.26 1.033 1.333 Bearing

Diagonal A325X 16 2 1722.65 4146.12 0.415 1.333 Member Bearing

Horizontal A325X 16 1 954.34 1796.29 0.531 1.333 Member Block Shear

T9 120 Leg A325X 19 16 6486.01 9950.69 0.652 1.333 Bearing

Diagonal A325N 19 3 4464.63 4208.21 1.061 1.333 Bolt Shear

Horizontal A325X 16 1 1560.79 1796.29 0.869 1.333 Member Block Shear

Top Girt A325X 16 3 2348.91 4146.12 0.567 1.333 Member Bearing

T10 115 Leg A325X 19 16 4963.39 9950.69 0.499 1.333 Bearing

Diagonal A325X 16 2 2343.05 4174.81 0.561 1.333 Bolt Shear

Horizontal A325X 16 1 203.04 4146.12 0.049 1.333 Member Bearing

Top Girt A325X 16 2 2548.76 4174.81 0.611 1.333 Bolt Shear

T11 110 Leg A325X 22 16 6399.33 15475.35 0.414 1.333 Bearing

Diagonal A325X 16 2 2583.25 4174.81 0.619 1.333 Bolt Shear

Horizontal A325X 16 1 385.41 2694.43 0.143 1.333 Member Block Shear

T12 105 Leg A325X 22 16 7131.11 16357.91 0.436 1.333 Bolt DS

Diagonal A325X 16 2 3220.47 4174.81 0.771 1.333 Bolt Shear

Horizontal A325X 16 1 211.87 2694.43 0.079 1.333 Member Block Shear

T13 100 Leg A325X 22 16 9041.87 16357.91 0.553 1.333 Bolt DS

Diagonal A325X 16 2 3388.95 4174.81 0.812 1.333 Bolt Shear

Horizontal A325X 16 1 598.12 2694.43 0.222 1.333 Member Block Shear

T14 95 Leg A325X 22 16 10674.21 16357.91 0.653 1.333 Bolt DS

Diagonal A325N 19 3 4118.44 4208.21 0.979 1.333 Bolt Shear

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ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 1 REFORZADO

Page 57 of 79

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 12 M

SECC. 0..60 M

Date 12:33:42 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

Client RTVC - RADIO TELEVISION NACONAL 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

Horizontal A325X 16 2 327.93 4146.12 0.079 1.333 Member Bearing

T15 90 Leg A325X 22 18 10096.79 11606.52 0.870 1.333 Bearing

Diagonal A325N 16 3 3578.14 2922.37 1.224 1.333 Bolt Shear

Horizontal A325X 16 2 328.64 4174.81 0.079 1.333 Bolt Shear

Top Girt A325N 19 3 4528.31 4208.21 1.076 1.333 Bolt Shear

T16 85 Leg A325X 22 24 6824.21 11606.52 0.588 1.333 Bearing

Diagonal A325X 16 2 1857.88 4174.81 0.445 1.333 Bolt Shear

Horizontal A325X 16 2 294.85 4174.81 0.071 1.333 Bolt Shear

T17 80 Leg A325X 22 32 4809.71 11606.52 0.414 1.333 Bearing

Diagonal A325X 16 2 1380.13 4174.81 0.331 1.333 Bolt Shear

Horizontal A325X 16 2 192.41 4174.81 0.046 1.333 Bolt Shear

T18 75 Leg A325X 22 32 4934.22 11606.52 0.425 1.333 Bearing

Diagonal A325X 16 2 978.01 4174.81 0.234 1.333 Bolt Shear

Horizontal A325X 16 2 224.01 4174.81 0.054 1.333 Bolt Shear

T19 67.5 Leg A325X 22 32 4775.47 11606.52 0.411 1.333 Bearing

Diagonal A325X 16 2 1016.34 4174.81 0.243 1.333 Bolt Shear

Horizontal A325X 16 2 150.46 4174.81 0.036 1.333 Bolt Shear

T20 60 Leg A325X 22 32 5101.10 15475.35 0.330 1.333 Bearing

Diagonal A325X 16 2 928.83 4174.81 0.222 1.333 Bolt Shear

Horizontal A325X 16 2 145.60 4174.81 0.035 1.333 Bolt Shear

T21 50 Leg A325X 22 32 5156.98 15475.35 0.333 1.333 Bearing

Diagonal A325X 16 2 1343.71 4174.81 0.322 1.333 Bolt Shear

Horizontal A325X 16 2 117.78 4174.81 0.028 1.333 Bolt Shear

T22 40 Leg A325X 22 32 5598.65 15475.35 0.362 1.333 Bearing

Diagonal A325X 16 2 1426.74 4174.81 0.342 1.333 Bolt Shear

Horizontal A325X 16 2 133.04 4174.81 0.032 1.333 Bolt Shear

T23 30 Leg A325X 22 32 5828.26 15475.35 0.377 1.333 Bearing

Diagonal A325X 16 2 2267.24 4174.81 0.543 1.333 Bolt Shear

Horizontal A325X 16 2 644.71 4174.81 0.154 1.333 Bolt Shear

T24 20 Leg A325X 22 32 6041.22 15475.35 0.390 1.333 Bearing

Diagonal A325N 19 3 2319.50 4208.21 0.551 1.333 Bolt Shear

Top Girt A325N 19 3 3590.65 4208.21 0.853 1.333 Bolt Shear

T25 10 Leg A325X 22 24 8685.98 15475.35 0.561 1.333 Bearing

Diagonal A325X 16 2 3296.87 4174.81 0.790 1.333 Bolt Shear

Top Girt A325X 16 2 3614.78 4174.81 0.866 1.333 Bolt Shear

Compression Checks

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ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 1 REFORZADO

Page 58 of 79

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 12 M

SECC. 0..60 M

Date 12:33:42 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

Client RTVC - RADIO TELEVISION NACONAL DE COLOMBIA

Designed by Ing. Jaime Gutierrez C.

Leg 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 162 - 156 L76x76x6.4 6.000 0.750 49.9 K=1.00

168 929 -2905.42 15917.65 0.183

T2 156 - 152 L76x76x6.4 4.000 1.000 66.5 K=1.00

149 929 -8407.97 14093.26 0.597

T3 152 - 150 L76x76x6.4 2.060 1.030 68.5 K=1.00

146 929 -7061.62 13855.21 0.510

T4 150 - 144 2L64x64x6.4 6.000 1.000 80.2 K=1.00

131 1535 -13614.17 20485.23 0.665

T5 144 - 138 2L64x64x6.4 6.000 1.000 80.2 K=1.00

131 1535 -22973.64 20485.23 1.121

T6 138 - 132 2L76x76x7.9 6.000 1.000 66.8 K=1.00

148 2290 -33960.60 34645.67 0.980

T7 132 - 126 2L76x76x9.5 6.000 1.000 67.1 K=1.00

148 2723 -47244.38 41105.23 1.149

T8 126 - 120 2L102x102x9.5 6.000 1.000 50.0 K=1.00

168 3690 -60871.66 63194.05 0.963

T9 120 - 115 2L102x102x9.5 5.111 1.278 63.8 K=1.00

152 3690 -51910.49 57212.08 0.907

T10 115 - 110 2L102x102x9.5 5.000 1.250 62.5 K=1.00

154 3690 -39821.25 57843.93 0.688

T11 110 - 105 2L152x152x12.7 5.000 1.250 41.7 K=1.00

176 7419 -51631.07 133488.19 0.387

T12 105 - 100 2L152x152x15.9 5.000 1.250 41.7 K=1.00

176 9161 -57892.01 164828.71 0.351

T13 100 - 95 2L152x152x15.9 5.000 1.250 41.7 K=1.00

176 9161 -72449.15 164828.71 0.440

T14 95 - 90 2L152x152x15.9 5.004 1.251 41.7 K=1.00

176 9161 -87990.59 164800.59 0.534

T15 90 - 85 2L 152x152x9.5 5.050 1.263 41.8 K=1.00

151 5626 -90870.91 86549.98 1.050

T16 85 - 80 2L 152x152x9.5 5.027 1.257 41.6 K=1.00

151 5626 -82869.99 86630.27 0.957

T17 80 - 75 2L 152x152x9.5 5.027 1.257 41.6 K=1.00

151 5626 -76962.40 86630.27 0.888

T18 75 - 67.5 2L 152x152x9.5 7.540 1.885 62.4 K=1.00

134 5626 -79362.81 77015.47 1.030

T19 67.5 - 60 2L 152x152x9.5 7.540 1.885 62.4 K=1.00

134 5626 -76945.16 77015.47 0.999

T20 60 - 50 2L152x152x12.7 10.054 2.513 83.9 K=1.00

126 7419 -82269.89 95092.04 0.865

T21 50 - 40 2L152x152x12.7 10.054 2.513 83.9 K=1.00

126 7419 -83448.77 95092.49 0.878

T22 40 - 30 2L152x152x12.7 10.054 2.513 83.9 K=1.00

126 7419 -90340.66 95092.49 0.950

T23 30 - 20 2L152x152x12.7 10.054 2.513 83.9 K=1.00

126 7419 -95879.93 95092.49 1.008

T24 20 - 10 2L152x152x12.7 10.054 2.011 67.1 K=1.00

148 7419 -100546.49 112000.15 0.898

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ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 1 REFORZADO

Page 59 of 79

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 12 M

SECC. 0..60 M

Date 12:33:42 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

Client RTVC - RADIO TELEVISION NACONAL 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

T25 10 - 0 2L152x152x12.7 10.054 2.011 67.1 K=1.00

148 7419 -106701.74 112000.15 0.953

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 162 - 156 L44x44x3.2 0.808 0.705 80.1 K=1.00

128 272 -1181.52 3547.45 0.333

T2 156 - 152 L44x44x3.2 1.044 0.911 103.5 K=1.00

95 272 -2342.82 2642.29 0.887

T3 152 - 150 L51x51x3.2 1.059 0.990 98.1 K=1.00

98 312 -3034.28 3129.10 0.970

T4 150 - 144 L51x51x4.8 1.193 1.134 113.4 K=1.00

80 461 -1691.71 3769.03 0.449

T5 144 - 138 L51x51x4.8 1.193 1.134 113.4 K=1.00

80 461 -2047.20 3769.03 0.543

T6 138 - 132 L51x51x4.8 1.193 1.123 112.2 K=1.00

82 461 -2476.76 3847.66 0.644

T7 132 - 126 L64x64x4.8 1.193 1.123 89.3 K=1.00

118 582 -2787.69 6987.77 0.399

T8 126 - 120 L64x64x4.8 1.193 1.099 87.4 K=1.00

120 582 -3405.00 7148.62 0.476

T9 120 - 115 L76x76x6.4 1.421 1.353 90.0 K=1.00

117 929 -13393.91 11061.76 1.211

T10 115 - 110 L64x64x6.4 2.865 1.433 114.9 K=1.00

78 768 -4686.11 6108.17 0.767

T11 110 - 105 L64x64x6.4 2.865 1.433 114.9 K=1.00

78 768 -5068.71 6108.17 0.830

T12 105 - 100 L76x76x6.4 2.865 1.433 95.3 K=1.00

109 929 -6440.92 10307.44 0.625

T13 100 - 95 L76x76x6.4 2.865 1.433 95.3 K=1.00

109 929 -6777.90 10307.44 0.658

T14 95 - 90 L76x76x6.4 2.803 1.401 93.2 K=1.00

112 929 -12244.77 10609.48 1.154

T15 90 - 85 L76x76x6.4 2.813 1.407 93.5 K=1.00

111 929 -10733.45 10559.63 1.016

T16 85 - 80 L76x76x6.4 3.067 1.533 102.0 K=1.00

98 929 -3625.37 9304.18 0.390

T17 80 - 75 L76x76x6.4 3.541 1.770 117.7 K=1.00

74 929 -2760.27 7035.99 0.392

T18 75 - 67.5 L76x76x6.4 4.516 2.258 150.2 K=1.00

46 929 -920.25 4325.94 0.213

T19 67.5 - 60 L76x76x6.4 5.207 2.603 173.1 K=1.00

34 929 -2032.67 3254.15 0.625

T20 60 - 50 L102x102x6.4 6.628 3.314 164.1 K=1.00

38 1252 -1427.29 4878.75 0.293

T21 50 - 40 L102x102x6.4 7.130 3.565 176.5 K=1.00

33 1252 -2687.43 4216.25 0.637

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RRIISSAATToowweerr Job

ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 1 REFORZADO

Page 60 of 79

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 12 M

SECC. 0..60 M

Date 12:33:42 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

Client RTVC - RADIO TELEVISION NACONAL 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

T22 40 - 30 L102x102x9.5 7.669 3.835 191.6 K=1.00

28 1845 -2853.48 5278.18 0.541

T23 30 - 20 L102x102x9.5 8.238 4.119 205.8 K=1.00

24 1845 -4534.47 4573.85 0.991

KL/R > 200 (C) - 1408 T24 20 - 10 L102x102x9.5 12.386 2.477 79.3

K=1.00 132 1845 -5546.17 24848.20 0.223

T25 10 - 0 L127x127x10 12.830 2.566 64.8 K=1.00

151 2329 -6593.74 35810.45 0.184

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

T1 162 - 156 L38x38x3.2 0.600 0.524 44.3 K=1.00

174 232 -76.39 4109.40 0.019

T2 156 - 152 L38x38x3.2 0.600 0.524 44.3 K=1.00

174 232 -157.90 4109.40 0.038

T3 152 - 150 L38x38x3.2 0.950 0.874 74.0 K=1.00

139 232 -68.06 3291.83 0.021

T4 150 - 144 L38x38x3.2 1.300 1.236 104.7 K=1.00

94 232 -124.95 2218.72 0.056

T5 144 - 138 L38x38x3.2 1.300 1.236 104.7 K=1.00

94 232 -238.81 2218.72 0.108

T6 138 - 132 L38x38x3.2 1.300 1.224 103.6 K=1.00

96 232 -416.32 2260.52 0.184

T7 132 - 126 L38x38x3.2 1.300 1.224 103.6 K=1.00

96 232 -667.09 2260.52 0.295

T8 126 - 120 L38x38x3.2 1.300 1.198 101.4 K=1.00

99 232 -1095.76 2343.15 0.468

T9 120 - 115 L51x51x3.2 2.425 2.323 146.1 K=1.00

48 312 -595.88 1537.78 0.387

T10 115 - 110 L51x51x4.8 2.800 2.698 172.2 K=1.00

35 461 -203.04 1633.61 0.124

T11 110 - 105 L51x51x4.8 2.800 2.648 168.9 K=1.00

36 461 -471.96 1696.90 0.278

T12 105 - 100 L51x51x4.8 2.800 2.648 168.9 K=1.00

36 461 -255.09 1696.90 0.150

T13 100 - 95 L51x51x4.8 2.800 2.648 168.9 K=1.00

36 461 -797.19 1696.90 0.470

T14 95 - 90 L51x51x4.8 2.665 2.513 160.3 K=1.00

40 461 -655.86 1884.15 0.348

T15 90 - 85 L64x64x6.4 3.032 2.880 147.4 K=1.00

47 768 -657.29 3708.81 0.177

T16 85 - 80 L64x64x6.4 3.901 3.748 191.9 K=1.00

28 768 -589.69 2188.67 0.269

T17 80 - 75 L64x64x6.4 4.635 4.482 229.5 K=1.00

20 768 -384.83 1530.64 0.251

T18 75 - 67.5 L64x64x6.4 5.552 5.400 276.4 13 768 -448.02 1054.74 0.425

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ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 1 REFORZADO

Page 61 of 79

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 12 M

SECC. 0..60 M

Date 12:33:42 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

Client RTVC - RADIO TELEVISION NACONAL 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 > 250 (C) - 1084

T19 67.5 - 60 L64x64x6.4 6.653 6.500 332.8 K=1.00

9 768 -300.93 727.80 0.413

KL/R > 250 (C) - 1148 T20 60 - 50 L76x76x6.4 7.937 7.785 329.5

K=1.00 9 929 -291.21 898.13 0.324

KL/R > 250 (C) - 1212 T21 50 - 40 L76x76x6.4 9.405 9.253 391.7

K=1.00 7 929 -235.57 635.76 0.371

KL/R > 250 (C) - 1253 T22 40 - 30 L76x76x6.4 10.873 10.720 453.8

K=1.00 5 929 -266.08 473.58 0.562

KL/R > 250 (C) - 1340 T23 30 - 20 L102x102x9.5 12.341 12.188 390.1

K=1.00 7 1845 -1289.43 1272.86 1.013

KL/R > 250 (C) - 1396

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 162 - 156 L51x51x4.8 0.600 0.524 33.4 K=1.00

184 461 -18.50 8665.66 0.002

T2 156 - 152 L51x51x4.8 0.600 0.524 33.4 K=1.00

184 461 -44.20 8665.66 0.005

T3 152 - 150 L51x51x4.8 0.600 0.524 33.4 K=1.00

184 461 -993.13 8665.66 0.115

T4 150 - 144 L51x51x4.8 1.300 1.224 78.1 K=1.00

134 461 -1976.62 6289.06 0.314

T9 120 - 115 L64x64x4.8 1.300 1.198 60.6 K=1.00

156 582 -7046.74 9241.18 0.763

T10 115 - 110 L64x64x6.4 2.800 2.698 138.1 K=1.00

54 768 -4593.94 4223.49 1.088

T15 90 - 85 L102x102x6.4 2.530 2.378 74.9 K=1.00

123 1252 -13584.91 15653.02 0.868

T24 20 - 10 L127x127x10 13.074 3.269 82.5 K=1.00

128 2329 -1479.80 30289.77 0.049

T25 10 - 0 L102x102x6.4 14.542 3.636 114.5 K=1.00

78 1252 -7229.54 10008.16 0.722

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

T10 115 - 110 L38x38x3.2 0.700 0.649 86.3 122 232 -597.32 2889.30 0.207

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ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 1 REFORZADO

Page 62 of 79

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 12 M

SECC. 0..60 M

Date 12:33:42 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

Client RTVC - RADIO TELEVISION NACONAL 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 T11 110 - 105 L38x38x3.2 0.700 0.624 82.9

K=1.00 127 232 -889.43 3003.13 0.296

T12 105 - 100 L38x38x3.2 0.700 0.624 82.9 K=1.00

127 232 -868.38 3003.13 0.289

T13 100 - 95 L38x38x3.2 0.700 0.624 82.9 K=1.00

127 232 -1518.48 3003.13 0.506

T14 95 - 90 L38x38x3.2 0.666 0.590 78.4 K=1.00

133 232 -1524.62 3150.05 0.484

T15 90 - 85 L38x38x3.2 0.758 0.682 90.6 K=1.00

116 232 -1481.79 2739.09 0.541

T16 85 - 80 L38x38x3.2 0.975 0.899 119.5 K=1.00

72 232 -1455.46 1704.66 0.854

T17 80 - 75 L38x38x3.2 1.159 1.082 143.9 K=1.00

50 232 -1157.53 1175.78 0.984

T18 75 - 67.5 L51x51x3.2 1.388 1.312 129.9 K=1.00

61 312 -1193.63 1943.94 0.614

T19 67.5 - 60 L51x51x4.8 1.663 1.587 158.6 K=1.00

41 461 -1157.26 1925.91 0.601

T20 60 - 50 L51x51x4.8 1.984 1.908 190.7 K=1.00

28 461 -1237.35 1332.31 0.929

T21 50 - 40 L51x51x6.4 2.351 2.275 229.1 K=1.00

20 605 -1255.09 1210.77 1.037

T22 40 - 30 L64x64x4.8 2.718 2.642 210.1 K=1.00

23 582 -1358.73 1383.68 0.982

T23 30 - 20 L102x102x6.4 3.085 3.009 149.0 K=1.00

46 1252 -4449.55 5918.20 0.752

T24 20 - 10 L51x51x6.4 1.307 1.231 124.0 K=1.00

67 605 -3089.58 4133.79 0.747

T25 10 - 0 L51x51x4.8 1.454 1.378 137.7 K=1.00

54 461 -1604.81 2554.37 0.628

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

T24 20 - 10 L64x64x6.4 2.615 2.539 203.6 K=1.00

25 768 -1512.23 1945.23 0.777

T25 10 - 0 L64x64x6.4 2.908 2.832 227.1 K=1.00

20 768 -1604.81 1562.96 1.027

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

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ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 1 REFORZADO

Page 63 of 79

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 12 M

SECC. 0..60 M

Date 12:33:42 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

Client RTVC - RADIO TELEVISION NACONAL 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

T24 20 - 10 L76x76x6.4 3.922 3.846 255.8 K=1.00

16 929 -1512.23 1490.86 1.014

KL/R > 250 (C) - 1488 T25 10 - 0 L76x76x7.9 4.363 4.286 286.5

K=1.00 13 1148 -1604.81 1468.76 1.093

KL/R > 250 (C) - 1577

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

T24 20 - 10 L102x102x7.9 5.230 5.154 256.5 K=1.00

16 1548 -1512.23 2470.74 0.612

KL/R > 250 (C) - 1490 T25 10 - 0 L102x102x6.4 5.817 5.741 284.3

K=1.00 13 1252 -1604.81 1625.94 0.987

KL/R > 250 (C) - 1579

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

T10 115 - 110 L38x38x3.2 1.433 1.329 176.6 K=1.00

33 232 -611.25 780.41 0.783

T11 110 - 105 L38x38x5 1.433 1.277 171.3 K=1.00

35 340 -994.42 1216.68 0.817

T12 105 - 100 L38x38x3.2 1.433 1.277 169.7 K=1.00

36 232 -888.63 845.27 1.051

T13 100 - 95 L51x51x3.2 1.433 1.277 126.4 K=1.00

64 312 -1761.13 2052.38 0.858

T14 95 - 90 L51x51x3.2 1.401 1.246 123.3 K=1.00

68 312 -1754.97 2156.48 0.814

T15 90 - 85 L51x51x4.8 1.536 1.370 136.9 K=1.00

55 461 -1387.79 2585.73 0.537

T16 85 - 80 L51x51x3.2 1.646 1.514 150.0 K=1.00

46 312 -1339.98 1458.58 0.919

T17 80 - 75 L51x51x3.2 1.770 1.653 163.7 K=1.00

38 312 -884.34 1223.82 0.723

T18 75 - 67.5 L51x51x4.8 2.421 2.284 228.3 K=1.00

20 461 -1041.04 929.47 1.120

T19 67.5 - 60 L51x51x4.8 2.603 2.483 248.1 K=1.00

17 461 -905.71 786.82 1.151

T20 60 - 50 L64x64x4.8 3.314 3.184 253.2 K=1.00

16 582 -1033.29 952.64 1.085

KL/R > 250 (C) - 1226 T21 50 - 40 L64x64x4.8 3.565 3.449 274.3 14 582 -951.46 812.01 1.172

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ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 1 REFORZADO

Page 64 of 79

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 12 M

SECC. 0..60 M

Date 12:33:42 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

Client RTVC - RADIO TELEVISION NACONAL 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 > 250 (C) - 1290

T22 40 - 30 L64x64x6.4 3.835 3.728 298.9 K=1.00

12 768 -958.37 902.26 1.062

KL/R > 250 (C) - 1354 T23 30 - 20 L64x64x6.4 4.119 4.019 322.2

K=1.00 10 768 -962.68 776.30 1.240

KL/R > 250 (C) - 1418 T24 20 - 10 L76x76x6.4 2.317 2.166 144.1

K=1.00 50 929 -3044.37 4700.17 0.648

T25 10 - 0 L64x64x6.4 2.394 2.255 180.8 K=1.00

31 768 -1320.92 2464.90 0.536

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

T24 20 - 10 L64x64x6.4 3.180 3.082 247.1 K=1.00

17 768 -919.56 1319.75 0.697

T25 10 - 0 L64x64x6.4 3.413 3.319 266.1 K=1.00

15 768 -941.59 1138.19 0.827

KL/R > 250 (C) - 1578

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

T24 20 - 10 L102x102x6.4 4.275 4.189 207.4 K=1.00

24 1252 -1446.97 3053.65 0.474

T25 10 - 0 L76x76x6.4 4.668 4.584 304.9 K=1.00

11 929 -858.66 1049.49 0.818

KL/R > 250 (C) - 1580

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

T24 20 - 10 L102x102x6.4 3.961 3.872 191.8 K=1.00

28 1252 -1949.84 3573.38 0.546

T25 10 - 0 L102x102x7.9 4.281 4.195 208.8 K=1.00

24 1548 -2304.25 3729.18 0.618

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ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 1 REFORZADO

Page 65 of 79

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 12 M

SECC. 0..60 M

Date 12:33:42 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

Client RTVC - RADIO TELEVISION NACONAL DE COLOMBIA

Designed by Ing. Jaime Gutierrez C.

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

T10 115 - 110 L38x38x3.2 0.990 0.990 131.6 K=1.00

59 232 -11.56 1405.86 0.008

T11 110 - 105 L38x38x3.2 0.990 0.990 131.6 K=1.00

59 232 -5.42 1405.86 0.004

T12 105 - 100 L38x38x3.2 0.990 0.990 131.6 K=1.00

59 232 -8.12 1405.86 0.006

T13 100 - 95 L38x38x3.2 0.990 0.990 131.6 K=1.00

59 232 -13.21 1405.86 0.009

T14 95 - 90 L38x38x3.2 0.942 0.942 125.2 K=1.00

66 232 -7.73 1551.91 0.005

T15 90 - 85 L38x38x5 1.072 1.072 143.9 K=1.00

50 340 -18.98 1725.83 0.011

T16 85 - 80 L38x38x5 1.379 1.379 185.1 K=1.00

30 340 -16.07 1042.61 0.015

T17 80 - 75 L51x51x3.2 1.639 1.639 162.3 K=1.00

39 312 -9.75 1245.87 0.008

T18 75 - 67.5 L51x51x3.2 1.963 1.963 194.4 K=1.00

27 312 -13.28 868.18 0.015

T19 67.5 - 60 L51x51x3.2 2.352 2.352 232.9 K=1.00

19 312 -22.25 604.68 0.037

T20 60 - 50 L51x51x3.2 2.806 2.806 277.9 K=1.00

13 312 -17.55 424.83 0.041

KL/R > 250 (C) - 1247 T21 50 - 40 L51x51x3.2 3.325 3.325 329.3

K=1.00 9 312 -31.10 302.56 0.103

KL/R > 250 (C) - 1311 T22 40 - 30 L51x51x3.2 3.844 3.844 380.7

K=1.00 7 312 -20.05 226.38 0.089*

KL/R > 250 (C) - 1375 T23 30 - 20 L51x51x3.2 4.363 4.363 432.1

K=1.00 6 312 -35.80 175.73 0.204

KL/R > 250 (C) - 1439 T24 20 - 10 L51x51x3.2 1.849 1.849 183.1

K=1.00 31 312 -441.29 978.49 0.451

T25 10 - 0 L51x51x4.8 2.057 2.057 205.5 K=1.00

24 461 -53.32 1146.85 0.046

* DL controls

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

T24 20 - 10 L64x64x6.4 3.698 3.698 296.5 K=1.00

12 768 -652.32 916.76 0.712

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RRIISSAATToowweerr Job

ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 1 REFORZADO

Page 66 of 79

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 12 M

SECC. 0..60 M

Date 12:33:42 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

Client RTVC - RADIO TELEVISION NACONAL 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) - 1541 T25 10 - 0 L51x51x4.8 4.113 4.113 411.0

K=1.00 6 461 -45.30 286.71 0.158

KL/R > 250 (C) - 1604

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

T24 20 - 10 L102x102x6.4 5.547 5.547 274.7 K=1.00

14 1252 -1135.75 1741.40 0.652

KL/R > 250 (C) - 1496 T25 10 - 0 L51x51x3.2 6.170 6.170 611.0

K=1.00 3 312 -32.82 87.88 0.373

KL/R > 250 (C) - 1628

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

T24 20 - 10 L76x76x6.4 9.245 9.245 391.4 K=1.00

7 929 -309.90 636.78 0.487

KL/R > 250 (C) - 1449 T25 10 - 0 L76x76x6.4 14.542 14.542 615.6

K=1.00 3 929 -106.37 257.37 0.413

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 162 - 156 L76x76x6.4 6.000 0.750 31.8 224 687 2724.40 15699.97 0.174

T2 156 - 152 L76x76x6.4 4.000 1.000 42.3 224 687 8020.69 15699.97 0.511

T3 152 - 150 L76x76x6.4 2.060 1.030 43.6 224 687 6767.28 15699.97 0.431

T4 150 - 144 2L64x64x6.4 6.000 1.000 51.2 224 1294 12724.04 29557.22 0.430

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ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 1 REFORZADO

Page 67 of 79

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 12 M

SECC. 0..60 M

Date 12:33:42 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

Client RTVC - RADIO TELEVISION NACONAL 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

T5 144 - 138 2L64x64x6.4 6.000 1.000 51.2 224 1294 21479.56 29557.22 0.727

T6 138 - 132 2L76x76x7.9 6.000 1.000 42.7 224 1988 32113.35 45423.66 0.707

T7 132 - 126 2L76x76x9.5 6.000 1.000 43.1 224 2360 44711.65 53918.09 0.829

T8 126 - 120 2L102x102x9.5 6.000 1.000 32.0 224 3327 57511.90 76030.72 0.756

T9 120 - 115 2L102x102x9.5 5.111 1.278 40.9 224 3267 48804.74 74648.62 0.654

T10 115 - 110 2L102x102x9.5 5.000 1.250 40.0 224 3267 36067.59 74648.62 0.483

T11 110 - 105 2L152x152x12.7 5.000 1.250 26.5 224 6774 46081.37 154791.16 0.298

T12 105 - 100 2L152x152x15.9 5.000 1.250 26.7 224 8355 52296.95 190909.37 0.274

T13 100 - 95 2L152x152x15.9 5.000 1.250 26.7 224 8355 64933.13 190909.37 0.340

T14 95 - 90 2L152x152x15.9 5.004 1.251 26.8 224 8355 78727.33 190909.37 0.412

T15 90 - 85 2L 152x152x9.5 5.050 1.263 26.4 224 5142 80617.45 117494.06 0.686

T16 85 - 80 2L 152x152x9.5 5.027 1.257 26.3 224 5142 71371.87 117494.06 0.607

T17 80 - 75 2L 152x152x9.5 5.027 1.257 26.3 224 5142 66639.09 117494.06 0.567

T18 75 - 67.5 2L 152x152x9.5 7.540 1.885 39.5 224 5142 64889.13 117494.06 0.552

T19 67.5 - 60 2L 152x152x9.5 7.540 1.885 39.5 224 5142 63942.03 117494.06 0.544

T20 60 - 50 2L152x152x12.7 10.054 2.513 53.2 224 6774 64551.66 154791.16 0.417

T21 50 - 40 2L152x152x12.7 10.054 2.513 53.2 224 6774 65620.32 154791.16 0.424

T22 40 - 30 2L152x152x12.7 10.054 2.513 53.2 224 6774 67964.94 154791.16 0.439

T23 30 - 20 2L152x152x12.7 10.054 2.513 53.2 224 6774 69707.19 154791.16 0.450

T24 20 - 10 2L152x152x12.7 10.054 2.011 42.6 224 6774 71102.44 154791.16 0.459

T25 10 - 0 2L152x152x12.7 10.054 2.011 42.6 224 6774 72316.71 154791.16 0.467

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 162 - 156 L44x44x3.2 0.808 0.705 50.9 224 159 1169.48 3627.86 0.322

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ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 1 REFORZADO

Page 68 of 79

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 12 M

SECC. 0..60 M

Date 12:33:42 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

Client RTVC - RADIO TELEVISION NACONAL 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 156 - 152 L44x44x3.2 1.044 0.911 65.8 224 159 2334.67 3627.86 0.644

T3 152 - 150 L51x51x3.2 1.059 0.990 62.3 224 189 2974.58 4318.88 0.689

T4 150 - 144 L51x51x4.8 1.193 1.134 72.4 224 278 1662.67 6350.48 0.262

T5 144 - 138 L51x51x4.8 1.193 1.134 72.4 224 278 2064.80 6350.48 0.325

T6 138 - 132 L51x51x4.8 1.193 1.123 71.6 224 278 2432.37 6350.48 0.383

T7 132 - 126 L64x64x4.8 1.193 1.123 56.8 224 368 2794.99 8418.00 0.332

T8 126 - 120 L64x64x4.8 1.193 1.099 55.6 224 368 3445.31 8418.00 0.409

T9 120 - 115 L76x76x6.4 1.421 1.353 57.3 224 591 13193.24 13502.54 0.977

T10 115 - 110 L64x64x6.4 2.865 1.433 73.3 224 485 4435.33 11083.94 0.400

T11 110 - 105 L64x64x6.4 2.865 1.433 73.3 224 485 5166.51 11083.94 0.466

T12 105 - 100 L76x76x6.4 2.865 1.433 60.6 224 606 6040.81 13848.04 0.436

T13 100 - 95 L76x76x6.4 2.865 1.433 60.6 224 606 6719.75 13848.04 0.485

T14 95 - 90 L76x76x6.4 2.803 1.401 59.3 224 591 12355.32 13502.54 0.915

T15 90 - 85 L76x76x6.4 2.813 1.407 59.5 224 606 10734.40 13848.04 0.775

T16 85 - 80 L76x76x6.4 3.067 1.533 64.9 224 606 3715.76 13848.04 0.268

T17 80 - 75 L76x76x6.4 3.292 1.646 69.7 224 606 2075.00 13848.04 0.150

T18 75 - 67.5 L76x76x6.4 4.842 2.421 102.5 224 606 1956.03 13848.04 0.141

T19 67.5 - 60 L76x76x6.4 4.842 2.421 102.5 224 606 994.03 13848.04 0.072

T20 60 - 50 L102x102x6.4 6.628 3.314 104.4 224 848 1857.67 19376.20 0.096

T21 50 - 40 L102x102x6.4 7.130 3.565 112.3 224 848 1917.66 19376.20 0.099

T22 40 - 30 L102x102x9.5 7.130 3.565 114.1 224 1248 2735.34 28511.46 0.096

T23 30 - 20 L102x102x9.5 8.238 4.119 131.8 224 1248 4520.50 28511.46 0.159

T24 20 - 10 L102x102x9.5 12.386 2.477 79.3 224 1225 6958.52 27993.23 0.249

T25 10 - 0 L127x127x10 12.830 2.566 64.8 224 1611 6322.94 36803.72 0.172

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ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 1 REFORZADO

Page 69 of 79

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 12 M

SECC. 0..60 M

Date 12:33:42 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

Client RTVC - RADIO TELEVISION NACONAL DE COLOMBIA

Designed by Ing. Jaime Gutierrez C.

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

T1 162 - 156 L38x38x3.2 0.600 0.524 44.3 224 136 73.80 3109.59 0.024

T2 156 - 152 L38x38x3.2 0.600 0.524 44.3 224 136 150.70 3109.59 0.048

T3 152 - 150 L38x38x3.2 0.950 0.874 74.0 224 129 43.39 2936.83 0.015

T4 150 - 144 L38x38x3.2 1.300 1.236 104.7 224 129 100.95 2936.83 0.034

T5 144 - 138 L38x38x3.2 1.300 1.236 104.7 224 129 169.95 2936.83 0.058

T6 138 - 132 L38x38x3.2 1.300 1.224 103.6 224 129 320.37 2936.83 0.109

T7 132 - 126 L38x38x3.2 1.300 1.224 103.6 224 129 526.86 2936.83 0.179

T8 126 - 120 L38x38x3.2 1.300 1.198 101.4 224 129 954.34 2936.83 0.325

T9 120 - 115 L51x51x3.2 2.425 2.323 146.1 224 189 1560.79 4318.88 0.361

T10 115 - 110 L51x51x4.8 2.800 2.698 172.2 224 278 115.92 6350.48 0.018

T11 110 - 105 L51x51x4.8 2.800 2.648 168.9 224 278 385.41 6350.48 0.061

T12 105 - 100 L51x51x4.8 2.800 2.648 168.9 224 278 211.87 6350.48 0.033

T13 100 - 95 L51x51x4.8 2.800 2.648 168.9 224 278 598.12 6350.48 0.094

T14 95 - 90 L51x51x4.8 2.665 2.513 160.3 224 278 583.20 6350.48 0.092

T15 90 - 85 L64x64x6.4 3.032 2.880 147.4 224 485 308.70 11083.94 0.028

T16 85 - 80 L64x64x6.4 3.901 3.748 191.9 224 485 306.55 11083.94 0.028

T17 80 - 75 L64x64x6.4 4.635 4.482 229.5 224 485 171.61 11083.94 0.015

T18 75 - 67.5 L64x64x6.4 5.552 5.400 276.4 224 485 103.13 11083.94 0.009

T19 67.5 - 60 L64x64x6.4 6.653 6.500 332.8 224 485 64.01 11083.94 0.006

T20 60 - 50 L76x76x6.4 7.937 7.785 329.5 224 606 63.56 13848.04 0.005

T21 50 - 40 L76x76x6.4 9.405 9.253 391.7 224 606 56.01 13848.04 0.004

T22 40 - 30 L76x76x6.4 10.873 10.720 453.8 224 606 45.60 13848.04 0.003

T23 30 - 20 L102x102x9.5 12.341 12.188 390.1 224 1248 118.12 28511.46 0.004

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ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 1 REFORZADO

Page 70 of 79

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 12 M

SECC. 0..60 M

Date 12:33:42 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

Client RTVC - RADIO TELEVISION NACONAL DE COLOMBIA

Designed by Ing. Jaime Gutierrez C.

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 162 - 156 L51x51x4.8 0.600 0.524 33.4 224 278 16.54 6350.48 0.003

T2 156 - 152 L51x51x4.8 0.600 0.524 33.4 224 278 21.90 6350.48 0.003

T3 152 - 150 L51x51x4.8 0.600 0.524 33.4 224 278 928.31 6350.48 0.146

T4 150 - 144 L51x51x4.8 1.300 1.224 78.1 224 278 2082.40 6350.48 0.328

T9 120 - 115 L64x64x4.8 1.300 1.198 60.6 224 368 6105.26 8418.00 0.725

T10 115 - 110 L64x64x6.4 2.800 2.698 138.1 224 485 5097.52 11083.94 0.460

T15 90 - 85 L102x102x6.4 2.530 2.378 74.9 224 833 11304.89 19030.70 0.594

T24 20 - 10 L127x127x10 13.074 3.269 82.5 224 1588 20924.54 36285.45 0.577

T25 10 - 0 L102x102x6.4 14.542 3.636 114.5 224 848 5319.78 19376.20 0.275

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

T10 115 - 110 L38x38x3.2 0.700 0.649 54.9 207 232 597.32 4890.32 0.122

T11 110 - 105 L38x38x3.2 0.700 0.624 52.8 207 232 967.71 4890.32 0.198

T12 105 - 100 L38x38x3.2 0.700 0.624 52.8 207 232 868.38 4890.32 0.178

T13 100 - 95 L38x38x3.2 0.700 0.624 52.8 207 232 1722.14 4890.32 0.352

T14 95 - 90 L38x38x3.2 0.666 0.590 49.9 207 232 1553.54 4890.32 0.318

T15 90 - 85 L38x38x3.2 0.758 0.682 57.7 207 232 1585.35 4890.32 0.324

T16 85 - 80 L38x38x3.2 0.975 0.899 76.1 207 232 1543.04 4890.32 0.316

T17 80 - 75 L38x38x3.2 1.159 1.082 91.6 207 232 1157.53 4890.32 0.237

T18 75 - 67.5 L51x51x3.2 1.388 1.312 82.5 207 312 1193.63 6591.29 0.181

T19 67.5 - 60 L51x51x4.8 1.663 1.587 101.3 207 461 1157.26 9729.56 0.119

T20 60 - 50 L51x51x4.8 1.984 1.908 121.8 207 461 1237.35 9729.56 0.127

T21 50 - 40 L51x51x6.4 2.351 2.275 147.1 207 605 1255.09 12764.09 0.098

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ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 1 REFORZADO

Page 71 of 79

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 12 M

SECC. 0..60 M

Date 12:33:42 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

Client RTVC - RADIO TELEVISION NACONAL 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

T22 40 - 30 L64x64x4.8 2.718 2.642 133.7 207 582 1358.73 12274.21 0.111

T23 30 - 20 L102x102x6.4 3.085 3.009 94.8 207 1252 1442.04 26399.08 0.055

T24 20 - 10 L51x51x6.4 1.307 1.231 79.6 207 605 3096.49 12764.09 0.243

T25 10 - 0 L51x51x4.8 1.454 1.378 87.9 207 461 1604.81 9729.56 0.165

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

T24 20 - 10 L64x64x6.4 2.615 2.539 130.0 207 768 1512.23 16193.25 0.093

T25 10 - 0 L64x64x6.4 2.908 2.832 145.0 207 768 1604.81 16193.25 0.099

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

T24 20 - 10 L76x76x6.4 3.922 3.846 162.8 207 929 2643.51 19595.20 0.135

T25 10 - 0 L76x76x7.9 4.363 4.286 183.0 207 1148 1604.81 24221.84 0.066

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

T24 20 - 10 L102x102x7.9 5.230 5.154 163.6 207 1548 1512.23 32658.66 0.046

T25 10 - 0 L102x102x6.4 5.817 5.741 180.8 207 1252 1604.81 26399.08 0.061

Redundant Diagonal (1) Design Data (Tension)

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ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 1 REFORZADO

Page 72 of 79

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 12 M

SECC. 0..60 M

Date 12:33:42 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

Client RTVC - RADIO TELEVISION NACONAL 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 115 - 110 L38x38x3.2 1.433 1.329 112.5 207 232 627.40 4890.32 0.128

T11 110 - 105 L38x38x5 1.433 1.277 110.1 207 340 930.22 7175.97 0.130

T12 105 - 100 L38x38x3.2 1.433 1.277 108.1 207 232 888.63 4890.32 0.182

T13 100 - 95 L51x51x3.2 1.433 1.277 80.3 207 312 1578.72 6591.29 0.240

T14 95 - 90 L51x51x3.2 1.401 1.246 78.3 207 312 1613.61 6591.29 0.245

T15 90 - 85 L51x51x4.8 1.407 1.240 79.1 207 461 1433.52 9729.56 0.147

T16 85 - 80 L51x51x3.2 1.646 1.514 95.2 207 312 1235.24 6591.29 0.187

T17 80 - 75 L51x51x3.2 1.770 1.653 103.9 207 312 884.34 6591.29 0.134

T18 75 - 67.5 L51x51x4.8 2.421 2.284 145.8 207 461 1041.04 9729.56 0.107

T19 67.5 - 60 L51x51x4.8 2.603 2.483 158.4 207 461 905.71 9729.56 0.093

T20 60 - 50 L64x64x4.8 3.314 3.184 161.1 207 582 1033.29 12274.21 0.084

T21 50 - 40 L64x64x4.8 3.565 3.449 174.5 207 582 951.46 12274.21 0.078

T22 40 - 30 L64x64x6.4 3.835 3.728 190.8 207 768 958.37 16193.25 0.059

T23 30 - 20 L64x64x6.4 3.835 3.734 191.2 207 768 2883.75 16193.25 0.178

T24 20 - 10 L76x76x6.4 2.317 2.166 91.7 207 929 3314.09 19595.20 0.169

T25 10 - 0 L64x64x6.4 2.394 2.255 115.5 207 768 1320.92 16193.25 0.082

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

T24 20 - 10 L64x64x6.4 3.180 3.082 157.8 207 768 1118.79 16193.25 0.069

T25 10 - 0 L64x64x6.4 3.413 3.319 169.9 207 768 941.59 16193.25 0.058

Redundant Diagonal (3) Design Data (Tension)

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ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 1 REFORZADO

Page 73 of 79

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 12 M

SECC. 0..60 M

Date 12:33:42 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

Client RTVC - RADIO TELEVISION NACONAL 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

T24 20 - 10 L102x102x6.4 4.275 4.189 131.9 207 1252 824.12 26399.08 0.031

T25 10 - 0 L76x76x6.4 4.668 4.584 194.1 207 929 858.66 19595.20 0.044

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

T24 20 - 10 L102x102x6.4 2.704 2.616 82.4 207 1252 12365.07 26399.08 0.468

T25 10 - 0 L102x102x7.9 2.857 2.771 88.0 207 1548 1362.06 32658.66 0.042

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

T10 115 - 110 L38x38x3.2 0.990 0.990 83.8 207 232 5.57 4890.32 0.001

T11 110 - 105 L38x38x3.2 0.990 0.990 83.8 207 232 14.10 4890.32 0.003

T12 105 - 100 L38x38x3.2 0.990 0.990 83.8 207 232 7.06 4890.32 0.001

T13 100 - 95 L38x38x3.2 0.990 0.990 83.8 207 232 11.10 4890.32 0.002

T14 95 - 90 L38x38x3.2 0.942 0.942 79.7 207 232 43.63 4890.32 0.009

T15 90 - 85 L38x38x5 1.072 1.072 92.4 207 340 45.43 7175.97 0.006

T16 85 - 80 L38x38x5 1.379 1.379 118.9 207 340 9.20 7175.97 0.001

T18 75 - 67.5 L51x51x3.2 1.963 1.963 123.4 207 312 3.32 6591.29 0.001

T25 10 - 0 L51x51x4.8 2.057 2.057 131.2 207 461 48.63 9729.56 0.005

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

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RRIISSAATToowweerr Job

ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 1 REFORZADO

Page 74 of 79

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 12 M

SECC. 0..60 M

Date 12:33:42 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

Client RTVC - RADIO TELEVISION NACONAL 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

T24 20 - 10 L64x64x6.4 3.698 3.698 189.3 207 768 38.91 16193.25 0.002

T25 10 - 0 L51x51x4.8 4.113 4.113 262.5 207 461 16.55 9729.56 0.002

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

T24 20 - 10 L76x76x6.4 9.245 9.245 391.4 207 929 1333.89 19595.20 0.068

T25 10 - 0 L76x76x6.4 10.283 10.283 435.3 207 929 153.36 19595.20 0.008

Section Capacity Table Section

No. Elevation

m Component

Type Size Critical

Element P kg

SF*Pallow kg

% Capacity

Pass Fail

T1 162 - 156 Leg L76x76x6.4 2 -2905.42 21218.22 13.7 Pass Diagonal L44x44x3.2 13 -1181.52 4728.75 25.0 Pass Horizontal L38x38x3.2 9 73.80 4145.08 1.8

3.5 (b) Pass

Top Girt L51x51x4.8 7 16.54 8465.18 0.2 0.5 (b)

Pass

T2 156 - 152 Leg L76x76x6.4 90 -8407.97 18786.31 44.8 Pass Diagonal L44x44x3.2 99 -2342.82 3522.17 66.5 Pass Horizontal L38x38x3.2 120 150.70 4145.08 3.6

7.1 (b) Pass

Top Girt L51x51x4.8 95 -44.20 11551.32 0.4 0.8 (b)

Pass

T3 152 - 150 Leg L76x76x6.4 138 -7061.62 18468.99 38.2 Pass Diagonal L51x51x3.2 164 -3034.28 4171.09 72.7 Pass Horizontal L38x38x3.2 148 -68.06 4388.00 1.6

1.8 (b) Pass

Top Girt L51x51x4.8 144 928.31 8465.18 11.0 Pass T4 150 - 144 Leg 2L64x64x6.4 166 -13614.17 27306.82 49.9 Pass

Diagonal L51x51x4.8 175 -1691.71 5024.11 33.7 Pass Horizontal L38x38x3.2 182 -124.95 2957.55 4.2 Pass Top Girt L51x51x4.8 170 2082.40 8465.18 24.6 Pass

T5 144 - 138 Leg 2L64x64x6.4 234 -22973.64 27306.82 84.1 Pass Diagonal L51x51x4.8 239 -2047.20 5024.11 40.7 Pass Horizontal L38x38x3.2 246 -238.81 2957.55 8.1 Pass

T6 138 - 132 Leg 2L76x76x7.9 298 -33960.60 46182.67 73.5 Pass Diagonal L51x51x4.8 303 -2476.76 5128.93 48.3 Pass Horizontal L38x38x3.2 310 -416.32 3013.28 13.8 Pass

T7 132 - 126 Leg 2L76x76x9.5 362 -47244.38 54793.27 86.2 Pass Diagonal L64x64x4.8 377 -2787.69 9314.70 29.9 Pass Horizontal L38x38x3.2 374 -667.09 3013.28 22.1 Pass

T8 126 - 120 Leg 2L102x102x9.5 426 -60871.66 84237.67 72.3 77.5 (b)

Pass

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Page 75 of 79

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 12 M

SECC. 0..60 M

Date 12:33:42 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

Client RTVC - RADIO TELEVISION NACONAL 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 L64x64x4.8 431 -3405.00 9529.11 35.7 Pass Horizontal L38x38x3.2 458 -1095.76 3123.41 35.1

39.9 (b) Pass

T9 120 - 115 Leg 2L102x102x9.5 490 -51910.49 76263.69 68.1 Pass Diagonal L76x76x6.4 533 -13393.91 14745.33 90.8 Pass Horizontal L51x51x3.2 506 -595.88 2049.86 29.1

65.2 (b) Pass

Top Girt L64x64x4.8 494 -7046.74 12318.49 57.2 Pass T10 115 - 110 Leg 2L102x102x9.5 538 -39821.25 77105.96 51.6 Pass

Diagonal L64x64x6.4 549 -4686.11 8142.19 57.6 Pass Horizontal L51x51x4.8 568 -203.04 2177.60 9.3 Pass Top Girt L64x64x6.4 544 -4593.94 5629.91 81.6 Pass Redund Horz 1

Bracing L38x38x3.2 550 -597.32 3851.43 15.5 Pass

Redund Diag 1 Bracing

L38x38x3.2 551 -611.25 1040.29 58.8 Pass

Redund Hip 1 Bracing

L38x38x3.2 567 -11.56 1874.02 0.6 Pass

T11 110 - 105 Leg 2L152x152x12.7 606 -51631.07 177939.75 29.0 31.0 (b)

Pass

Diagonal L64x64x6.4 613 -5068.71 8142.19 62.3 Pass Horizontal L51x51x4.8 632 -471.96 2261.97 20.9 Pass Redund Horz 1

Bracing L38x38x3.2 637 -889.43 4003.17 22.2 Pass

Redund Diag 1 Bracing

L38x38x5 619 -994.42 1621.83 61.3 Pass

Redund Hip 1 Bracing

L38x38x3.2 660 -5.42 1874.02 0.3 Pass

T12 105 - 100 Leg 2L152x152x15.9 671 -57892.01 219716.66 26.3 32.7 (b)

Pass

Diagonal L76x76x6.4 677 -6440.92 13739.81 46.9 57.9 (b)

Pass

Horizontal L51x51x4.8 696 -255.09 2261.97 11.3 Pass Redund Horz 1

Bracing L38x38x3.2 690 -868.38 4003.17 21.7 Pass

Redund Diag 1 Bracing

L38x38x3.2 686 -888.63 1126.74 78.9 Pass

Redund Hip 1 Bracing

L38x38x3.2 717 -8.12 1874.02 0.4 Pass

T13 100 - 95 Leg 2L152x152x15.9 735 -72449.15 219716.66 33.0 41.5 (b)

Pass

Diagonal L76x76x6.4 741 -6777.90 13739.81 49.3 60.9 (b)

Pass

Horizontal L51x51x4.8 760 -797.19 2261.97 35.2 Pass Redund Horz 1

Bracing L38x38x3.2 765 -1518.48 4003.17 37.9 Pass

Redund Diag 1 Bracing

L51x51x3.2 747 -1761.13 2735.82 64.4 Pass

Redund Hip 1 Bracing

L38x38x3.2 781 -13.21 1874.02 0.7 Pass

T14 95 - 90 Leg 2L152x152x15.9 799 -87990.59 219679.17 40.1 49.0 (b)

Pass

Diagonal L76x76x6.4 805 -12244.77 14142.44 86.6 Pass Horizontal L51x51x4.8 824 -655.86 2511.57 26.1 Pass Redund Horz 1

Bracing L38x38x3.2 834 -1524.62 4199.01 36.3 Pass

Redund Diag 1 Bracing

L51x51x3.2 838 -1754.97 2874.59 61.1 Pass

Redund Hip 1 Bracing

L38x38x3.2 845 43.63 6518.79 0.7 Pass

T15 90 - 85 Leg 2L 152x152x9.5 863 -90870.91 115371.12 78.8 Pass

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Page 76 of 79

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 12 M

SECC. 0..60 M

Date 12:33:42 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

Client RTVC - RADIO TELEVISION NACONAL 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 L76x76x6.4 914 -10733.45 14075.99 76.3 91.9 (b)

Pass

Horizontal L64x64x6.4 892 -657.29 4943.85 13.3 Pass Top Girt L102x102x6.4 866 -13584.91 20865.48 65.1

80.7 (b) Pass

Redund Horz 1 Bracing

L38x38x3.2 894 -1481.79 3651.20 40.6 Pass

Redund Diag 1 Bracing

L51x51x4.8 916 -1387.79 3446.77 40.3 Pass

Redund Hip 1 Bracing

L38x38x5 899 -18.98 2300.54 0.8 Pass

T16 85 - 80 Leg 2L 152x152x9.5 930 -82869.99 115478.15 71.8 Pass Diagonal L76x76x6.4 978 -3625.37 12402.47 29.2

33.4 (b) Pass

Horizontal L64x64x6.4 956 -589.69 2917.50 20.2 Pass Redund Horz 1

Bracing L38x38x3.2 986 -1455.46 2272.32 64.1 Pass

Redund Diag 1 Bracing

L51x51x3.2 973 -1339.98 1944.28 68.9 Pass

Redund Hip 1 Bracing

L38x38x5 963 -16.07 1389.80 1.2 Pass

T17 80 - 75 Leg 2L 152x152x9.5 994 -76962.40 115478.15 66.6 Pass Diagonal L76x76x6.4 998 -2760.27 9378.98 29.4 Pass Horizontal L64x64x6.4 1020 -384.83 2040.34 18.9 Pass Redund Horz 1

Bracing L38x38x3.2 1002 -1157.53 1567.31 73.9 Pass

Redund Diag 1 Bracing

L51x51x3.2 1034 -884.34 1631.36 54.2 Pass

Redund Hip 1 Bracing

L51x51x3.2 1027 -9.75 1660.74 0.6 Pass

T18 75 - 67.5 Leg 2L 152x152x9.5 1058 -79362.81 102661.62 77.3 Pass Diagonal L76x76x6.4 1106 -920.25 5766.48 16.0

17.6 (b) Pass

Horizontal L64x64x6.4 1084 -448.02 1405.97 31.9 Pass Redund Horz 1

Bracing L51x51x3.2 1097 -1193.63 2591.28 46.1 Pass

Redund Diag 1 Bracing

L51x51x4.8 1101 -1041.04 1238.98 84.0 Pass

Redund Hip 1 Bracing

L51x51x3.2 1119 -13.28 1157.28 1.1 Pass

T19 67.5 - 60 Leg 2L 152x152x9.5 1122 -76945.16 102661.62 75.0 Pass Diagonal L76x76x6.4 1126 -2032.67 4337.78 46.9 Pass Horizontal L64x64x6.4 1148 -300.93 970.16 31.0 Pass Redund Horz 1

Bracing L51x51x4.8 1130 -1157.26 2567.24 45.1 Pass

Redund Diag 1 Bracing

L51x51x4.8 1162 -905.71 1048.82 86.4 Pass

Redund Hip 1 Bracing

L51x51x3.2 1183 -22.25 806.03 2.8 Pass

T20 60 - 50 Leg 2L152x152x12.7 1186 -82269.89 126757.68 64.9 Pass Diagonal L102x102x6.4 1200 -1427.29 6503.37 21.9 Pass Horizontal L76x76x6.4 1212 -291.21 1197.21 24.3 Pass Redund Horz 1

Bracing L51x51x4.8 1194 -1237.35 1775.96 69.7 Pass

Redund Diag 1 Bracing

L64x64x4.8 1226 -1033.29 1269.87 81.4 Pass

Redund Hip 1 Bracing

L51x51x3.2 1247 -17.55 566.29 3.1 Pass

T21 50 - 40 Leg 2L152x152x12.7 1250 -83448.77 126758.29 65.8 Pass Diagonal L102x102x6.4 1264 -2687.43 5620.26 47.8 Pass Horizontal L76x76x6.4 1253 -235.57 847.46 27.8 Pass

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ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 1 REFORZADO

Page 77 of 79

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 12 M

SECC. 0..60 M

Date 12:33:42 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

Client RTVC - RADIO TELEVISION NACONAL 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 Horz 1 Bracing

L51x51x6.4 1289 -1255.09 1613.96 77.8 Pass

Redund Diag 1 Bracing

L64x64x4.8 1293 -951.46 1082.41 87.9 Pass

Redund Hip 1 Bracing

L51x51x3.2 1311 -31.10 403.31 7.7 Pass

T22 40 - 30 Leg 2L152x152x12.7 1314 -90340.66 126758.29 71.3 Pass Diagonal L102x102x9.5 1328 -2853.48 7035.82 40.6 Pass Horizontal L76x76x6.4 1340 -266.08 631.28 42.1 Pass Redund Horz 1

Bracing L64x64x4.8 1322 -1358.73 1844.44 73.7 Pass

Redund Diag 1 Bracing

L64x64x6.4 1354 -958.37 1202.72 79.7 Pass

Redund Hip 1 Bracing

L51x51x3.2 1375 -20.05 226.38 8.9 Pass

T23 30 - 20 Leg 2L152x152x12.7 1378 -95879.93 126758.29 75.6 Pass Diagonal L102x102x9.5 1408 -4534.47 6096.94 74.4 Pass Horizontal L102x102x9.5 1396 -1289.43 1696.73 76.0 Pass Redund Horz 1

Bracing L102x102x6.4 1398 -4449.55 7888.96 56.4 Pass

Redund Diag 1 Bracing

L64x64x6.4 1421 -962.68 1034.80 93.0 Pass

Redund Hip 1 Bracing

L51x51x3.2 1439 -35.80 234.25 15.3 Pass

T24 20 - 10 Leg 2L152x152x12.7 1443 -100546.49 149296.20 67.3 Pass Diagonal L102x102x9.5 1454 6958.52 37314.98 18.6

41.3 (b) Pass

Top Girt L127x127x10 1447 20924.54 48368.50 43.3 64.0 (b)

Pass

Redund Horz 1 Bracing

L51x51x6.4 1531 -3089.58 5510.34 56.1 Pass

Redund Horz 2 Bracing

L64x64x6.4 1486 -1512.23 2592.99 58.3 Pass

Redund Horz 3 Bracing

L76x76x6.4 1488 -1512.23 1987.32 76.1 Pass

Redund Horz 4 Bracing

L102x102x7.9 1490 -1512.23 3293.50 45.9 Pass

Redund Diag 1 Bracing

L76x76x6.4 1500 -3044.37 6265.33 48.6 Pass

Redund Diag 2 Bracing

L64x64x6.4 1502 -919.56 1759.23 52.3 Pass

Redund Diag 3 Bracing

L102x102x6.4 1504 -1446.97 4070.51 35.5 Pass

Redund Diag 4 Bracing

L102x102x6.4 1492 -1949.84 4763.32 40.9 Pass

Redund Hip 1 Bracing

L51x51x3.2 1540 -441.29 1304.32 33.8 Pass

Redund Hip 2 Bracing

L64x64x6.4 1541 -652.32 1222.04 53.4 Pass

Redund Hip 3 Bracing

L102x102x6.4 1496 -1135.75 2321.28 48.9 Pass

Inner Bracing L76x76x6.4 1449 -309.90 848.83 36.5 Pass T25 10 - 0 Leg 2L152x152x12.7 1551 -106701.74 149296.20 71.5 Pass

Diagonal L127x127x10 1573 -6593.74 47735.32 13.8 59.2 (b)

Pass

Top Girt L102x102x6.4 1555 -7229.54 13340.87 54.2 65.0 (b)

Pass

Redund Horz 1 Bracing

L51x51x4.8 1584 -1604.81 3404.98 47.1 Pass

Redund Horz 2 Bracing

L64x64x6.4 1575 -1604.81 2083.42 77.0 Pass

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ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 1 REFORZADO

Page 78 of 79

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 12 M

SECC. 0..60 M

Date 12:33:42 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

Client RTVC - RADIO TELEVISION NACONAL 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 Horz 3 Bracing

L76x76x7.9 1577 -1604.81 1957.85 82.0 Pass

Redund Horz 4 Bracing

L102x102x6.4 1579 -1604.81 2167.38 74.0 Pass

Redund Diag 1 Bracing

L64x64x6.4 1576 -1320.92 3285.72 40.2 Pass

Redund Diag 2 Bracing

L64x64x6.4 1578 -941.59 1517.20 62.1 Pass

Redund Diag 3 Bracing

L76x76x6.4 1580 -858.66 1398.96 61.4 Pass

Redund Diag 4 Bracing

L102x102x7.9 1647 -2304.25 4971.00 46.4 Pass

Redund Hip 1 Bracing

L51x51x4.8 1649 -53.32 1528.74 3.5 Pass

Redund Hip 2 Bracing

L51x51x4.8 1604 -45.30 382.19 11.9 Pass

Redund Hip 3 Bracing

L51x51x3.2 1628 -32.82 117.15 28.0 Pass

Inner Bracing L76x76x6.4 1562 -106.37 343.08 31.0 Pass Summary Leg (T7) 86.2 Pass Diagonal

(T15) 91.9 Pass

Horizontal (T23)

76.0 Pass

Top Girt (T10)

81.6 Pass

Redund Horz 1 Bracing (T21)

77.8 Pass

Redund Horz 2 Bracing (T25)

77.0 Pass

Redund Horz 3 Bracing (T25)

82.0 Pass

Redund Horz 4 Bracing (T25)

74.0 Pass

Redund Diag 1 Bracing (T23)

93.0 Pass

Redund Diag 2 Bracing (T25)

62.1 Pass

Redund Diag 3 Bracing (T25)

61.4 Pass

Redund Diag 4 Bracing (T25)

46.4 Pass

Redund Hip 1 Bracing

33.8 Pass

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ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 1 REFORZADO

Page 79 of 79

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 12 M

SECC. 0..60 M

Date 12:33:42 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

Client RTVC - RADIO TELEVISION NACONAL DE COLOMBIA

Designed by Ing. Jaime Gutierrez C.

Section No.

Elevation m

Component Type

Size CriticalElement

P kg

SF*Pallow kg

% Capacity

Pass Fail

(T24) Redund Hip

2 Bracing (T24)

53.4 Pass

Redund Hip 3 Bracing

(T24)

48.9 Pass

Inner Bracing (T24)

36.5 Pass

Bolt Checks 91.9 Pass RATING = 93.0 Pass

Program Version 5.3.1.0 - 1/16/2009 File:E:/2010/Instatel Evaluaciones Estructural/04 Azalea Torre Cuadrada 150 m/RISA TOWER AZALEA TC 150M HIPOT 1 - REFORZADA/TCA 150 M- AZALEA HIP 1 REFORZ.eri

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EVALUACION ESTRUCTURAL

HIPOTESIS 2

ESTACION : AZALEA

P. Parra
Rectangle
P. Parra
New Stamp
P. Parra
New Stamp
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Project: TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M SECC. 1.30 MJob: ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2Client: RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

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INSTATEL COLOMBIA Carrera 124 No 17-98

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

Job: ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2 Project: TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M SECC. 1.30 M Client: RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA Drawn by: Ing. Jaime Gutierrez C. App'd:

Code: TIA/EIA-222-F Date: 03/29/10 Scale: NTS Path:

E:\2010\Instatel Evaluaciones Estructural\04 Azalea Torre Cuadrada 150 m\RISA TOWER AZALEA TC150M HIPOT 2\TCA 150 M- AZALEA HIPOTESIS 2.eri

Dwg No. E-1

154.0 m

150.0 m

144.0 m

138.0 m

132.0 m

126.0 m

120.0 m

115.0 m

110.0 m

105.0 m

100.0 m

95.0 m

90.0 m

85.0 m

80.0 m

75.0 m

67.5 m

60.0 m

50.0 m

40.0 m

30.0 m

20.0 m

10.0 m

0.0 m

154.3 m

REACTIONS - 120 kph WINDTORQUE 386 kg-m

47095 kgSHEAR

3189708 kg-mMOMENT

66953 kgAXIAL

SHEAR: 21129 kgUPLIFT: -124770 kgDOWN: 156986 kg

MAX. CORNER REACTIONS AT BASE:

T1T2

T3T4

T5T6

T7T8

T9T1

0T1

1T1

2T1

3T1

4T1

5T1

6T1

7T1

8T1

9T2

0T2

1T2

2T2

3

L64x

64x6

.4L7

6x76

x10

L102

x102

x12.

7A

L152

x152

x16

B2L

152

x152

x9.5

2L15

2x15

2x12

.7A

572-

50L5

1x51

x4.8

L64x

64x4

.8L6

4x64

x6.4

L76x

76x6

.4L1

02x1

02x6

.4L1

02x1

02x9

.5A

572-

50C

N.A

.C

DN

.A.

EN

.A.

L102

x102

x6.4

L38x

38x3

.2F

L51x

51x4

.8F

L51x

51x4

.8L6

4x64

x6.4

L76x

76x6

.4N

.A.

N.A

.L3

8x38

x3.2

GL5

1x51

x3.2

L51x

51x4

.8L5

1x51

x6.4

L64x

64x8

L64x

64x6

.4L3

8x38

x6L5

1x51

x3.2

N.A

.L3

8x38

x3.2

L38x

38x5

HL5

1x51

x4.8

L64x

64x6

.4L6

4x64

x10

L51x

51x6

.4N

.A.

L38x

38x3

.2L3

8x38

x5L5

1x51

x3.2

N.A

.C

N.A

.L7

6x76

x6.4

344.

147

9.0

619.

668

8.3

937.

410

54.1

984.

813

10.2

1455

.114

71.5

1664

.219

19.8

1773

.918

43.7

2022

.828

11.6

3913

.451

24.5

5472

.858

54.9

5646

.989

98.2

9491

.7

1.3

2.8

3.53

394.

2678

5.00

176.

1025

7.20

38.

671

10.1

389

11.6

067

13.0

745

14.5

4234

@ 1

4 @

1.2

516

@ 2

.54

@ 3

.75

8 @

52

@ 1

0

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)

16.0

1 #

Pan

els

@ (m

) W

eigh

t (kg

)65

882.

5

RYMSA UHF/AT15-250 PANEL 154 - 153RYMSA UHF/AT15-250 PANEL 154 - 153RYMSA UHF/AT15-250 PANEL 153 - 152RYMSA UHF/AT15-250 PANEL 153 - 152RYMSA UHF/AT15-250 PANEL 152 - 151RYMSA UHF/AT15-250 PANEL 152 - 151RYMSA UHF/AT15-250 PANEL 151 - 150RYMSA UHF/AT15-250 PANEL 151 - 150RYMSA UHF/AT15-250 PANEL 150 - 149RYMSA UHF/AT15-250 PANEL 150 - 149RYMSA UHF/AT15-250 PANEL 149 - 148RYMSA UHF/AT15-250 PANEL 149 - 148RYMSA UHF/AT15-250 PANEL 148 - 147RYMSA UHF/AT15-250 PANEL 148 - 147RYMSA UHF/AT15-250 PANEL 147 - 146RYMSA UHF/AT15-250 PANEL 147 - 146RYMSA UHF/AT15-250 PANEL 146 - 145RYMSA UHF/AT15-250 PANEL 145 - 144ANTENA VHF BAND III 4 DIPO AT13-240

144 - 141.2ANTENA VHF BAND III 4 DIPO AT13-240

144 - 141.2ANTENA VHF BAND III 4 DIPO AT13-240

141.1 - 138.3ANTENA VHF BAND III 4 DIPO AT13-240

141.1 - 138.3ANTENA VHF BAND III 4 DIPO AT13-240

138.2 - 135.4ANTENA VHF BAND III 4 DIPO AT13-240

138.2 - 135.4ANTENA VHF BAND III 4 DIPO AT13-240

135.3 - 132.5ANTENA VHF BAND III 4 DIPO AT13-240

135.3 - 132.5ANTENA VHF BAND III 4 DIPO AT13-240

132.4 - 129.6ANTENA VHF BAND III 4 DIPO AT13-240

129.5 - 126.7ANTENA VHF BAND III 4 DIPO AT13-240

126.6 - 123.8ANTENA VHF BAND III 4 DIPO AT13-240

123.7 - 120.9PANEL FM KATHREIN 115 - 112.1PANEL FM KATHREIN 111.8 - 108.9PANEL FM KATHREIN 108.6 - 105.7DESIGNED APPURTENANCE LOADINGTYPE TYPEELEVATION ELEVATION

RYMSA UHF/AT15-250 PANEL 154 - 153RYMSA UHF/AT15-250 PANEL 154 - 153RYMSA UHF/AT15-250 PANEL 153 - 152RYMSA UHF/AT15-250 PANEL 153 - 152RYMSA UHF/AT15-250 PANEL 152 - 151RYMSA UHF/AT15-250 PANEL 152 - 151RYMSA UHF/AT15-250 PANEL 151 - 150RYMSA UHF/AT15-250 PANEL 151 - 150RYMSA UHF/AT15-250 PANEL 150 - 149RYMSA UHF/AT15-250 PANEL 150 - 149RYMSA UHF/AT15-250 PANEL 149 - 148RYMSA UHF/AT15-250 PANEL 149 - 148RYMSA UHF/AT15-250 PANEL 148 - 147RYMSA UHF/AT15-250 PANEL 148 - 147RYMSA UHF/AT15-250 PANEL 147 - 146RYMSA UHF/AT15-250 PANEL 147 - 146RYMSA UHF/AT15-250 PANEL 146 - 145RYMSA UHF/AT15-250 PANEL 145 - 144ANTENA VHF BAND III 4 DIPO AT13-240

144 - 141.2

ANTENA VHF BAND III 4 DIPO AT13-240

144 - 141.2

ANTENA VHF BAND III 4 DIPO AT13-240

141.1 - 138.3

ANTENA VHF BAND III 4 DIPO AT13-240

141.1 - 138.3

ANTENA VHF BAND III 4 DIPO AT13-240

138.2 - 135.4

ANTENA VHF BAND III 4 DIPO AT13-240

138.2 - 135.4

ANTENA VHF BAND III 4 DIPO AT13-240

135.3 - 132.5

ANTENA VHF BAND III 4 DIPO AT13-240

135.3 - 132.5

ANTENA VHF BAND III 4 DIPO AT13-240

132.4 - 129.6

ANTENA VHF BAND III 4 DIPO AT13-240

129.5 - 126.7

ANTENA VHF BAND III 4 DIPO AT13-240

126.6 - 123.8

ANTENA VHF BAND III 4 DIPO AT13-240

123.7 - 120.9

PANEL FM KATHREIN 115 - 112.1PANEL FM KATHREIN 111.8 - 108.9PANEL FM KATHREIN 108.6 - 105.7

SYMBOL LISTMARK MARKSIZE SIZE

A L152x152x13B L152x152x19C L51x51x4.8D L64x64x6.4

E L76x76x6.4F L51x51x3.2G L38x38x5H 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 A325 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. Pannel antennas feeders shall be 1-5/8" and installed 15 feeders per side9. TOWER RATING: 544.5%

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www.instatelcolombia.com.co Instatel Colombia C.I Ltda. NIT 900.006.360-9

PBX: (571) 547 0790 Bogotá - Colombia

 

          

CONCLUSIONES Y RESULTADOS

Al realizar el análisis del cálculo estructural de la torre con las cargas según la Hipotesis 2 se llego al siguiente resultado:

Para la velocidad de viento solicitada que es a 120 kph la estructura no esta cumpliendo ya que unos elementos están trabajando a mas del 100%.

Para 120 kph la estructura esta trabajando a la falla de los siguientes elementos, por lo tanto se debe reforzar de la siguiente manera

MONTANTES

Del nivel +0.00 m a +40.00 m se debe adicionar en forma de cruz un Angulo de 6”x1/2”

Del nivel +67.50 m a +90.00 m se debe adicionar en forma de cruz un Angulo de 6”x3/8”

Del nivel +105.00 m a +100.00 m se debe adicionar en forma de cruz un

Angulo de 6”x5/8”

Del nivel +115.00 m a +132.00 m se debe adicionar en forma de cruz un Angulo de 4”x1/2”

Del nivel +132.00 m a +138.00 m se debe adicionar en forma de cruz un Angulo de 3”x3/8”

Del nivel +120.00 m a +1150.00 m se debe adicionar en forma de cruz un Angulo de 4”x3/8”

P. Parra
Rectangle
P. Parra
New Stamp
P. Parra
New Stamp
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www.instatelcolombia.com.co Instatel Colombia C.I Ltda. NIT 900.006.360-9

PBX: (571) 547 0790 Bogotá - Colombia

DIAGONALES

La diagonal del nivel +20.00 m a +30.00 m se retira la existente y se colocara un Angulo de 4”x5/16”

Las diagonales del nivel +90.00 m a +95.00 m se retira la existente y se colocara un Angulo de 4”x1/4”

La diagonal del nivel +115.00 m a +120.00 m se retira la existente y se colocara un Angulo de 3”x1/4”

HORIZONTALES

Las horizontal del nivel +95.00 m a se retira la existente y se colocara un Angulo de 4”x1/4”.

Las horizontal del nivel +115.00 m a se retira la existente y se colocara un Angulo de 3”x1/4”.

Se deben cambiar los tornillos existentes por 3 tornillos de diámetro de ¾ a la horizontal del nivel +95m

REDUNDANTE HORIZONTAL

Los redundante horizontal del nivel +0.00m a +10.00m correspondiente a la pata y tomando a partir del nivel +0.0m se retira el existente y se colocara horizontal 2 Angulo de 3”x1/4”, horizontal 3 Angulo de 4x1/4 y horizontal 4 Angulo de 4x5/16

Los redundante horizontal del nivel +10.00m a +20.00m correspondiente a la pata y tomando a partir del nivel +10.0m se retira el existente y se colocara, horizontal 1 Angulo de 2-1/2”x1/4”,

Los redundantes horizontales del nivel +20.00 m a +30.00 m se retira la existente y se colocara un Angulo de 2-1/2”x5/16”

Los redundantes horizontales del nivel +30.00 m a +40.00 m se retira la existente y se colocara un Angulo de 2-1/2”x5/16”

REDUNDANTE DIAGONAL

Los redundante diagonales del nivel +0.00m a +10.00m correspondiente a la pata y tomando a partir del nivel +0.0m se retira el existente y se colocara diagonal 1, Angulo de 2-1/2”x1/4”

Los redundantes diagonales del nivel +20.00 m a +30.00 m se retira la existente y se colocara un Angulo de 3”x1/4”

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www.instatelcolombia.com.co Instatel Colombia C.I Ltda. NIT 900.006.360-9

PBX: (571) 547 0790 Bogotá - Colombia

Los redundantes diagonales del nivel +40.00 m a +50.00 m se retira la

existente y se colocara un Angulo de 2-1/2”x5/16”

Los redundantes diagonales del nivel +67.50 m a +75.00 m se retira la existente y se colocara un Angulo de 2-1/2”x3/16”

Los redundantes diagonales del nivel +80.00 m a +85.00 m se retira la existente y se colocara un Angulo de 2”x3/16”

Los redundantes diagonales del nivel +85.00 m a +90.00 m se retira la existente y se colocara un Angulo de 2”x3/16”

Los redundantes diagonales del nivel +100.00 m a +105.00 m se retira la existente y se colocara un Angulo de 1-3/4”x1/8”

DEFLEXION DE LA TORRE

Luego de análisis de la torre en el estado actual y teniendo en cuenta la velocidad de viento de operación de 60 kph verificamos el desplazamiento de la torre.

Desplazamiento máximo= H/200

Dmax= 154/200

Dmax= 770 mm

De los cálculos realizamos tenemos.

El desplazamiento presentado en la velocidad de operación tenemos 518.56mm

Entonces 518.56 < 770 OK

ANEXO SE PRESENTA:

ISOMETRICO

SILUETA HIPOTESIS 2

SILUETA HIPOTESIS 2 REFORZADA

CALCULO ESTRUCTURAL HIPOTESIS 2

CALCULO ESTRUCTURAL HIPOTESIS 2 REFORZADA

 

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INSTATEL COLOMBIA Carrera 124 No 17-98

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

Job: ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2 REFORZAD Project: TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M SECC. 1.30 M Client: RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA Drawn by: Ing. Jaime Gutierrez C. App'd:

Code: TIA/EIA-222-F Date: 03/29/10 Scale: NTS Path:

E:\2010\Instatel Evaluaciones Estructural\04 Azalea Torre Cuadrada 150 m\RISA TOWER AZALEA TC 150M HIPOT 2 REFORZADA\TCA 150 M- AZALEA HIPOTESIS 2.eri

Dwg No. E-5

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

0

0

500

500

1000

1000

Deflection (mm)154.000

150.000

144.000

138.000

132.000

126.000

120.000

115.000

110.000

105.000

100.000

95.000

90.000

85.000

80.000

75.000

67.500

60.000

50.000

40.000

30.000

20.000

10.000

0.000

Elev

atio

n (m

)

0

0

0.5

0.5

1

1

Tilt (deg)0

0

0.05

0.05

0.1

0.1

Twist (deg)154.000

150.000

144.000

138.000

132.000

126.000

120.000

115.000

110.000

105.000

100.000

95.000

90.000

85.000

80.000

75.000

67.500

60.000

50.000

40.000

30.000

20.000

10.000

0.000

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RRIISSAATToowweerr Job

ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2

Page 1 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 13:26:36 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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 154.000 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 1.300 m at the top and 16.010 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 A325 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. Pannel antennas feeders shall be 1-5/8'' and installed 15 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

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ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2

Page 2 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 13:26:36 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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 154.000-150.000 1.300 1 4.000 T2 150.000-144.000 1.300 1 6.000 T3 144.000-138.000 1.300 1 6.000 T4 138.000-132.000 1.300 1 6.000 T5 132.000-126.000 1.300 1 6.000 T6 126.000-120.000 1.300 1 6.000 T7 120.000-115.000 1.300 1 5.000 T8 115.000-110.000 2.800 1 5.000 T9 110.000-105.000 2.800 1 5.000

T10 105.000-100.000 2.800 1 5.000 T11 100.000-95.000 2.800 1 5.000 T12 95.000-90.000 2.800 1 5.000 T13 90.000-85.000 2.800 1 5.000 T14 85.000-80.000 3.534 1 5.000 T15 80.000-75.000 4.268 1 5.000 T16 75.000-67.500 5.002 1 7.500 T17 67.500-60.000 6.103 1 7.500 T18 60.000-50.000 7.203 1 10.000 T19 50.000-40.000 8.671 1 10.000 T20 40.000-30.000 10.139 1 10.000 T21 30.000-20.000 11.607 1 10.000 T22 20.000-10.000 13.075 1 10.000 T23 10.000-0.000 14.542 1 10.000

Tower Section Geometry (cont’d)

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ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2

Page 3 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 13:26:36 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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

T1 154.000-150.000 1.000 Double K No Yes 0 0 T2 150.000-144.000 1.000 Double K No Yes 0 0 T3 144.000-138.000 1.000 Double K No Yes 0 0 T4 138.000-132.000 1.000 Double K No Yes 0 0 T5 132.000-126.000 1.000 Double K No Yes 0 0 T6 126.000-120.000 1.000 Double K No Yes 0 0 T7 120.000-115.000 1.250 Double K No Yes 0 0 T8 115.000-110.000 2.500 Double K1 No Yes 0 0 T9 110.000-105.000 2.500 Double K1 No Yes 0 0

T10 105.000-100.000 2.500 Double K1 No Yes 0 0 T11 100.000-95.000 2.500 Double K1 No Yes 0 0 T12 95.000-90.000 2.500 Double K1 No Yes 0 0 T13 90.000-85.000 2.500 Double K1 No Yes 0 0 T14 85.000-80.000 2.500 Double K1 No Yes 0 0 T15 80.000-75.000 2.500 Double K1 No Yes 0 0 T16 75.000-67.500 3.750 Double K1 No Yes 0 0 T17 67.500-60.000 3.750 Double K1 No Yes 0 0 T18 60.000-50.000 5.000 Double K1 No Yes 0 0 T19 50.000-40.000 5.000 Double K1 No Yes 0 0 T20 40.000-30.000 5.000 Double K1 No Yes 0 0 T21 30.000-20.000 5.000 Double K1 No Yes 0 0 T22 20.000-10.000 10.000 K4A Down No Yes 0 0 T23 10.000-0.000 10.000 K4A 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 154.000-150.000

Single Angle L64x64x6.4 A572-50 (345 MPa)

Single Angle L51x51x4.8 A572-50 (345 MPa)

T2 150.000-144.000

Single Angle L64x64x6.4 A572-50 (345 MPa)

Single Angle L51x51x4.8 A572-50 (345 MPa)

T3 144.000-138.000

Single Angle L76x76x10 A572-50 (345 MPa)

Single Angle L51x51x4.8 A572-50 (345 MPa)

T4 138.000-132.000

Single Angle L76x76x10 A572-50 (345 MPa)

Single Angle L64x64x4.8 A572-50 (345 MPa)

T5 132.000-126.000

Single Angle L102x102x12.7 A572-50 (345 MPa)

Single Angle L64x64x4.8 A572-50 (345 MPa)

T6 126.000-120.000

Single Angle L102x102x12.7 A572-50 (345 MPa)

Single Angle L64x64x6.4 A572-50 (345 MPa)

T7 120.000-115.000

Single Angle L102x102x12.7 A572-50 (345 MPa)

Single Angle L64x64x6.4 A572-50 (345 MPa)

T8 115.000-110.000

Single Angle L152x152x13 A572-50 (345 MPa)

Single Angle L64x64x6.4 A572-50 (345 MPa)

T9 110.000-105.000

Single Angle L152x152x16 A572-50 (345 MPa)

Single Angle L76x76x6.4 A572-50 (345 MPa)

T10 105.000-100.000

Single Angle L152x152x16 A572-50 (345 MPa)

Single Angle L76x76x6.4 A572-50 (345 MPa)

T11 100.000-95.000

Single Angle L152x152x19 A572-50 (345 MPa)

Single Angle L76x76x6.4 A572-50 (345 MPa)

T12 95.000-90.000

Equal Angle 2L 152x152x9.5 A572-50 (345 MPa)

Single Angle L76x76x6.4 A572-50 (345 MPa)

T13 90.000-85.000

Equal Angle 2L 152x152x9.5 A572-50 (345 MPa)

Single Angle L76x76x6.4 A572-50 (345 MPa)

T14 85.000-80.000

Equal Angle 2L 152x152x9.5 A572-50 (345 MPa)

Single Angle L76x76x6.4 A572-50 (345 MPa)

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ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2

Page 4 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 13:26:36 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

Designed by Ing. Jaime Gutierrez C.

Tower Elevation

m

Leg Type

Leg Size

Leg Grade

Diagonal Type

Diagonal Size

Diagonal Grade

T15 80.000-75.000

Equal Angle 2L 152x152x9.5 A572-50 (345 MPa)

Single Angle L76x76x6.4 A572-50 (345 MPa)

T16 75.000-67.500

Equal Angle 2L 152x152x9.5 A572-50 (345 MPa)

Single Angle L76x76x6.4 A572-50 (345 MPa)

T17 67.500-60.000

Equal Angle 2L152x152x12.7 A572-50 (345 MPa)

Single Angle L102x102x6.4 A572-50 (345 MPa)

T18 60.000-50.000

Equal Angle 2L152x152x12.7 A572-50 (345 MPa)

Single Angle L102x102x6.4 A572-50 (345 MPa)

T19 50.000-40.000

Equal Angle 2L152x152x12.7 A572-50 (345 MPa)

Single Angle L102x102x6.4 A572-50 (345 MPa)

T20 40.000-30.000

Equal Angle 2L152x152x12.7 A572-50 (345 MPa)

Single Angle L102x102x6.4 A572-50 (345 MPa)

T21 30.000-20.000

Equal Angle 2L152x152x12.7 A572-50 (345 MPa)

Single Angle L102x102x6.4 A572-50 (345 MPa)

T22 20.000-10.000

Equal Angle 2L152x152x12.7 A572-50 (345 MPa)

Single Angle L102x102x9.5 A572-50 (345 MPa)

T23 10.000-0.000 Equal Angle 2L152x152x12.7 A572-50 (345 MPa)

Single Angle L102x102x9.5 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 154.000-150.000

Single Angle L51x51x4.8 A572-50 (345 MPa)

Single Angle A36 (248 MPa)

T7 120.000-115.000

Single Angle L51x51x4.8 A570-50 (345 MPa)

Solid Round A572-50 (345 MPa)

T8 115.000-110.000

Single Angle L64x64x6.4 A570-50 (345 MPa)

Solid Round A572-50 (345 MPa)

T12 95.000-90.000

Single Angle L76x76x6.4 A570-50 (345 MPa)

Solid Round A572-50 (345 MPa)

T22 20.000-10.000

Single Angle L102x102x6.4 A570-50 (345 MPa)

Solid Round A572-50 (345 MPa)

T23 10.000-0.000 Single Angle L102x102x6.4 A570-50 (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

T1 154.000-150.000

None Flat Bar A36 (248 MPa)

Single Angle L38x38x3.2 A572-50 (345 MPa)

T2 150.000-144.000

None Flat Bar A36 (248 MPa)

Single Angle L38x38x3.2 A572-50 (345 MPa)

T3 144.000-138.000

None Flat Bar A36 (248 MPa)

Single Angle L38x38x3.2 A572-50 (345 MPa)

T4 138.000-132.000

None Flat Bar A36 (248 MPa)

Single Angle L38x38x3.2 A572-50 (345 MPa)

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ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2

Page 5 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 13:26:36 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

Designed by Ing. Jaime Gutierrez C.

Tower Elevation

m

No. of

Mid Girts

Mid Girt Type

Mid Girt Size

Mid Girt Grade

Horizontal Type

Horizontal Size

Horizontal Grade

T5 132.000-126.000

None Flat Bar A36 (248 MPa)

Single Angle L38x38x3.2 A572-50 (345 MPa)

T6 126.000-120.000

None Flat Bar A36 (248 MPa)

Single Angle L51x51x3.2 A572-50 (345 MPa)

T7 120.000-115.000

None Flat Bar A36 (248 MPa)

Single Angle L51x51x4.8 A572-50 (345 MPa)

T8 115.000-110.000

None Flat Bar A36 (248 MPa)

Single Angle L51x51x4.8 A572-50 (345 MPa)

T9 110.000-105.000

None Flat Bar A36 (248 MPa)

Single Angle L51x51x3.2 A572-50 (345 MPa)

T10 105.000-100.000

None Flat Bar A36 (248 MPa)

Single Angle L51x51x4.8 A572-50 (345 MPa)

T11 100.000-95.000

None Flat Bar A36 (248 MPa)

Single Angle L51x51x4.8 A572-50 (345 MPa)

T12 95.000-90.000

None Flat Bar A36 (248 MPa)

Single Angle L64x64x6.4 A572-50 (345 MPa)

T13 90.000-85.000

None Flat Bar A36 (248 MPa)

Single Angle L64x64x6.4 A572-50 (345 MPa)

T14 85.000-80.000

None Flat Bar A36 (248 MPa)

Single Angle L64x64x6.4 A572-50 (345 MPa)

T15 80.000-75.000

None Flat Bar A36 (248 MPa)

Single Angle L64x64x6.4 A572-50 (345 MPa)

T16 75.000-67.500

None Flat Bar A36 (248 MPa)

Single Angle L64x64x6.4 A572-50 (345 MPa)

T17 67.500-60.000

None Flat Bar A36 (248 MPa)

Single Angle L76x76x6.4 A572-50 (345 MPa)

T18 60.000-50.000

None Flat Bar A36 (248 MPa)

Single Angle L76x76x6.4 A572-50 (345 MPa)

T19 50.000-40.000

None Flat Bar A36 (248 MPa)

Single Angle L76x76x6.4 A572-50 (345 MPa)

T20 40.000-30.000

None Flat Bar A36 (248 MPa)

Single Angle L76x76x6.4 A572-50 (345 MPa)

T21 30.000-20.000

None Flat Bar A36 (248 MPa)

Single Angle L76x76x6.4 A572-50 (345 MPa)

T22 20.000-10.000

None Flat Bar A36 (248 MPa)

Single Angle L76x76x6.4 A572-50 (345 MPa)

T23 10.000-0.000 None Flat Bar A36 (248 MPa)

Single Angle L76x76x6.4 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

T12 95.000-90.000

Single Angle A572-50 (345 MPa)

Single Angle L51x51x4.8 A572-50 (345 MPa)

T22 20.000-10.000

Single Angle A572-50 (345 MPa)

Single Angle L76x76x6.4 A572-50 (345 MPa)

T23 10.000-0.000 Single Angle A572-50 (345 MPa)

Single Angle L76x76x6.4 A572-50 (345 MPa)

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ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2

Page 6 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 13:26:36 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

Designed by Ing. Jaime Gutierrez C.

Tower Section Geometry (cont’d)

Tower Elevation

m

Redundant Bracing Grade

Redundant Type

Redundant Size

K Factor

T8 115.000-110.0

00

A572-50 (345 MPa)

Horizontal (1) Diagonal (1)

Hip (1)

Single Angle Single Angle Single Angle

L38x38x3.2 L38x38x3.2 L38x38x3.2

1 1 1

T9 110.000-105.0

00

A572-50 (345 MPa)

Horizontal (1) Diagonal (1)

Hip (1)

Single Angle Single Angle Single Angle

L38x38x3.2 L38x38x3.2 L38x38x3.2

1 1 1

T10 105.000-100.0

00

A572-50 (345 MPa)

Horizontal (1) Diagonal (1)

Hip (1)

Single Angle Single Angle Single Angle

L38x38x3.2 L38x38x3.2 L38x38x3.2

1 1 1

T11 100.000-95.00

0

A572-50 (345 MPa)

Horizontal (1) Diagonal (1)

Hip (1)

Single Angle Single Angle Single Angle

L38x38x3.2 L38x38x5

L38x38x3.2

1 1 1

T12 95.000-90.000

A572-50 (345 MPa)

Horizontal (1) Diagonal (1)

Hip (1)

Single Angle Single Angle Single Angle

L38x38x3.2 L38x38x5

L38x38x3.2

1 1 1

T13 90.000-85.000

A572-50 (345 MPa)

Horizontal (1) Diagonal (1)

Hip (1)

Single Angle Single Angle Single Angle

L38x38x3.2 L38x38x5

L38x38x3.2

1 1 1

T14 85.000-80.000

A572-50 (345 MPa)

Horizontal (1) Diagonal (1)

Hip (1)

Single Angle Single Angle Single Angle

L38x38x3.2 L38x38x5

L38x38x3.2

1 1 1

T15 80.000-75.000

A572-50 (345 MPa)

Horizontal (1) Diagonal (1)

Hip (1)

Single Angle Single Angle Single Angle

L38x38x5 L51x51x6.4 L38x38x5

1 1 1

T16 75.000-67.500

A572-50 (345 MPa)

Horizontal (1) Diagonal (1)

Hip (1)

Single Angle Single Angle Single Angle

L51x51x3.2 L51x51x4.8 L38x38x5

1 1 1

T17 67.500-60.000

A572-50 (345 MPa)

Horizontal (1) Diagonal (1)

Hip (1)

Single Angle Single Angle Single Angle

L51x51x4.8 L64x64x6.4 L51x51x3.2

1 1 1

T18 60.000-50.000

A572-50 (345 MPa)

Horizontal (1) Diagonal (1)

Hip (1)

Single Angle Single Angle Single Angle

L51x51x6.4 L64x64x6.4 L51x51x3.2

1 1 1

T19 50.000-40.000

A572-50 (345 MPa)

Horizontal (1) Diagonal (1)

Hip (1)

Single Angle Single Angle Single Angle

L64x64x8 L64x64x6.4 L51x51x3.2

1 1 1

T20 40.000-30.000

A572-50 (345 MPa)

Horizontal (1) Diagonal (1)

Hip (1)

Single Angle Single Angle Single Angle

L64x64x6.4 L64x64x10 L51x51x3.2

1 1 1

T21 30.000-20.000

A572-50 (345 MPa)

Horizontal (1) Diagonal (1)

Hip (1)

Single Angle Single Angle Single Angle

L38x38x6 L51x51x6.4 L51x51x3.2

1 1 1

T22 20.000-10.000

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

L51x51x3.2 L64x64x6.4 L76x76x10

L102x102x6.4 L51x51x6.4 L64x64x6.4 L76x76x6.4 L76x76x6.4 L51x51x3.2 L51x51x3.2 L51x51x3.2 L51x51x3.2 L64x64x4.8

1 1 1 1

T23 10.000-0.000

A572-50 (345 MPa)

Horizontal (1) Horizontal (2)

Single Angle

L51x51x3.2 L64x64x6.4

1

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ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2

Page 7 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 13:26:36 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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

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

L76x76x10 L102x102x6.4 L51x51x6.4 L64x64x6.4 L76x76x6.4 L76x76x6.4 L51x51x3.2 L51x51x3.2 L51x51x3.2 L51x51x3.2 L64x64x4.8

1 1 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 154.000-150.0

00

0.018 6 A36 (248 MPa)

1 1 1.25 0 0

T2 150.000-144.0

00

0.018 6 A36 (248 MPa)

1 1 1.25 0 0

T3 144.000-138.0

00

0.018 8 A36 (248 MPa)

1 1 1.25 0 0

T4 138.000-132.0

00

0.018 10 A36 (248 MPa)

1 1 1.25 0 0

T5 132.000-126.0

00

0.018 10 A36 (248 MPa)

1 1 1.25 0 0

T6 126.000-120.0

00

0.018 10 A36 (248 MPa)

1 1 1.25 0 0

T7 120.000-115.0

00

0.021 10 A36 (248 MPa)

1 1 1.25 0 0

T8 115.000-110.0

00

0.021 10 A36 (248 MPa)

1 1 1.25 0 0

T9 110.000-105.0

00

0.024 10 A36 (248 MPa)

1 1 1.25 0 0

T10 105.000-100.0

00

0.024 10 A36 (248 MPa)

1 1 1.25 0 0

T11 100.000-95.00

0

0.024 10 A36 (248 MPa)

1 1 1.25 0 0

T12 95.000-90.000

0.024 10 A36 (248 MPa)

1 1 1.25 0 0

T13 90.000-85.000

0.024 10 A36 (248 MPa)

1 1 1.25 0 0

T14 0.024 10 A36 1 1 1.25 0 0

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ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2

Page 8 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 13:26:36 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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

85.000-80.000 (248 MPa) T15

80.000-75.000 0.024 10 A36

(248 MPa) 1 1 1.25 0 0

T16 75.000-67.500

0.024 10 A36 (248 MPa)

1 1 1.25 0 0

T17 67.500-60.000

0.024 10 A36 (248 MPa)

1 1 1.25 0 0

T18 60.000-50.000

0.024 10 A36 (248 MPa)

1 1 1.25 0 0

T19 50.000-40.000

0.024 10 A36 (248 MPa)

1 1 1.25 0 0

T20 40.000-30.000

0.024 10 A36 (248 MPa)

1 1 1.25 0 0

T21 30.000-20.000

0.024 10 A36 (248 MPa)

1 1 1.25 0 0

T22 20.000-10.000

0.024 10 A36 (248 MPa)

1 1 1.25 0 0

T23 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 154.000-150.0

00

No No 1 1 1

1 1

1 1

0.5 1

1 1

1 1

1 1

T2 150.000-144.0

00

No No 1 1 1

1 1

1 1

1 1

1 1

1 1

1 1

T3 144.000-138.0

00

No No 1 1 1

1 1

1 1

1 1

1 1

1 1

1 1

T4 138.000-132.0

00

No No 1 1 1

1 1

1 1

1 1

1 1

1 1

1 1

T5 132.000-126.0

00

No No 1 1 1

1 1

1 1

1 1

1 1

1 1

1 1

T6 126.000-120.0

00

No No 1 1 1

1 1

1 1

0.5 1

1 1

1 1

1 1

T7 120.000-115.0

00

No No 1 1 1

1 1

1 1

0.5 1

0.5 1

1 1

1 1

T8 115.000-110.0

00

No No 1 1 1

1 1

1 1

1 1

0.5 1

1 1

1 1

T9 110.000-105.0

00

No No 1 1 1

1 1

1 1

1 1

0.5 1

1 1

1 1

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ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2

Page 9 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 13:26:36 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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

T10 105.000-100.0

00

No No 1 1 1

1 1

1 1

1 1

0.5 1

1 1

1 1

T11 100.000-95.00

0

No No 1 1 1

1 1

1 1

1 1

0.5 1

1 1

1 1

T12 95.000-90.000

No No 1 1 1

1 1

1 1

1 1

0.5 1

1 1

1 1

T13 90.000-85.000

No No 1 1 1

1 1

1 1

1 1

0.5 1

1 1

1 1

T14 85.000-80.000

No No 1 1 1

1 1

1 1

1 1

0.5 1

1 1

1 1

T15 80.000-75.000

No No 1 1 1

1 1

1 1

1 1

0.5 1

1 1

1 1

T16 75.000-67.500

No No 1 1 1

1 1

1 1

1 1

0.5 1

1 1

1 1

T17 67.500-60.000

No No 1 1 1

1 1

1 1

1 1

0.5 1

1 1

1 1

T18 60.000-50.000

No No 1 1 1

1 1

1 1

1 1

0.5 1

1 1

1 1

T19 50.000-40.000

No No 1 1 1

1 1

1 1

1 1

0.5 1

1 1

1 1

T20 40.000-30.000

No No 1 1 1

1 1

1 1

1 1

0.5 1

1 1

1 1

T21 30.000-20.000

No No 1 1 1

1 1

1 1

0.25 1

0.5 1

1 1

1 1

T22 20.000-10.000

No No 1 1 1

1 1

1 1

0.25 1

0.5 1

1 1

1 1

T23 10.000-0.000

No No 1 1 1

1 1

1 1

0.25 1

0.5 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 154.000-150.0

00

0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75

T2 150.000-144.0

00

0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75

T3 144.000-138.0

00

0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75

T4 138.000-132.0

00

0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75

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ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2

Page 10 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 13:26:36 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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

T5 132.000-126.0

00

0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75

T6 126.000-120.0

00

0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75

T7 120.000-115.0

00

0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75

T8 115.000-110.0

00

0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75

T9 110.000-105.0

00

0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75

T10 105.000-100.0

00

0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75

T11 100.000-95.00

0

0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75

T12 95.000-90.000

0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75

T13 90.000-85.000

0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75

T14 85.000-80.000

0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75

T15 80.000-75.000

0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75

T16 75.000-67.500

0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75

T17 67.500-60.000

0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75

T18 60.000-50.000

0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75

T19 50.000-40.000

0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75

T20 40.000-30.000

0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75

T21 30.000-20.000

0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75

T22 20.000-10.000

0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75

T23 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)

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ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2

Page 11 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 13:26:36 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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.

T1 154.000-150.0

00

Sleeve DS 16 A325X

8 16 A325X

2 16 A325X

1 0 A307

0 16 A325N

0 13 A325X

1 16 A307

1

T2 150.000-144.0

00

Sleeve DS 16 A325X

12 16 A325X

2 16 A325X

1 0 A307

0 16 A325N

0 13 A325X

1 16 A307

1

T3 144.000-138.0

00

Sleeve DS 16 A325X

12 16 A325X

2 16 A325X

2 0 A307

0 16 A325N

0 16 A325X

1 16 A307

1

T4 138.000-132.0

00

Sleeve DS 16 A325X

12 16 A325X

2 16 A325X

2 0 A307

0 16 A325N

0 16 A325X

1 16 A307

2

T5 132.000-126.0

00

Sleeve DS 16 A325X

12 16 A325X

2 16 A325X

2 0 A307

0 16 A325N

0 16 A325X

1 16 A307

2

T6 126.000-120.0

00

Sleeve DS 16 A325X

12 16 A325X

2 16 A325X

2 0 A307

0 16 A325N

0 16 A325X

1 16 A307

2

T7 120.000-115.0

00

Sleeve DS 16 A325X

12 16 A325X

2 16 A325X

2 0 A307

0 16 A325N

0 16 A325X

1 16 A325N

2

T8 115.000-110.0

00

Sleeve DS 16 A325X

12 16 A325X

2 16 A325X

2 0 A307

0 16 A325N

0 16 A325X

1 16 A325N

2

T9 110.000-105.0

00

Sleeve DS 19 A325X

16 16 A325X

2 16 A325X

3 0 A307

0 16 A325N

0 16 A325X

1 16 A325N

2

T10 105.000-100.0

00

Sleeve DS 19 A325X

16 16 A325X

2 16 A325X

2 0 A307

0 16 A325N

0 16 A325X

1 16 A325N

2

T11 100.000-95.00

0

Sleeve DS 22 A325X

16 16 A325X

2 16 A325X

2 0 A307

0 16 A325N

0 16 A325X

1 16 A325N

2

T12 95.000-90.000

Sleeve DS 22 A325X

16 16 A325X

2 16 A325X

2 0 A307

0 16 A325N

0 16 A325X

1 16 A325N

2

T13 90.000-85.000

Sleeve DS 22 A325X

16 16 A325X

2 16 A325X

2 0 A307

0 16 A325N

0 16 A325X

1 16 A325N

3

T14 85.000-80.000

Sleeve DS 22 A325X

16 16 A325X

2 16 A325X

2 0 A307

0 16 A325N

0 16 A325X

2 16 A325N

3

T15 80.000-75.000

Sleeve DS 22 A325X

18 16 A325X

2 16 A325X

2 0 A307

0 16 A325N

0 16 A325X

2 16 A325N

3

T16 75.000-67.500

Sleeve DS 22 A325X

24 16 A325X

2 16 A325X

2 0 A307

0 16 A325N

0 16 A325X

2 16 A325N

2

T17 67.500-60.000

Sleeve DS 22 A325X

32 16 A325X

2 16 A325X

2 0 A307

0 16 A325N

0 16 A325X

2 16 A325N

2

T18 60.000-50.000

Sleeve DS 22 A325X

32 16 A325X

2 16 A325X

2 0 A307

0 16 A325N

0 16 A325X

2 16 A325N

2

T19 50.000-40.000

Sleeve DS 22 A325X

32 16 A325X

2 16 A325X

2 0 A307

0 16 A325N

0 16 A325X

2 16 A325N

2

T20 40.000-30.000

Sleeve DS 22 A325X

32 16 A325X

2 16 A325X

2 0 A307

0 16 A325N

0 16 A325X

2 16 A325N

2

T21 30.000-20.000

Sleeve DS 22 A325X

32 16 A325X

2 16 A325X

2 0 A307

0 16 A325N

0 16 A325X

2 16 A325N

2

T22 20.000-10.000

Sleeve DS 22 A325X

32 16 A325X

2 16 A325X

2 0 A307

0 16 A325N

0 16 A325X

2 16 A325N

2

T23 10.000-0.000

Sleeve DS 22 A325X

32 16 A325X

2 16 A325X

2 0 A307

0 16 A325N

0 16 A325X

2 16 A325N

2

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ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2

Page 12 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 13:26:36 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

Designed by Ing. Jaime Gutierrez C.

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 VHF BAND III 4 DIPO AT13-240

C From Face 0.000 0.000 0.000

0.0000 144.000 - 141.200

No Ice 0.074 0.074 68.00

ANTENA VHF BAND III 4 DIPO AT13-240

C From Face 0.000 0.000 0.000

0.0000 141.100 - 138.300

No Ice 0.074 0.074 68.00

ANTENA VHF BAND III 4 DIPO AT13-240

C From Face 0.000 0.000 0.000

0.0000 138.200 - 135.400

No Ice 0.074 0.074 68.00

ANTENA VHF BAND III 4 DIPO AT13-240

D From Face 0.000 0.000 0.000

0.0000 135.300 - 132.500

No Ice 0.074 0.074 68.00

ANTENA VHF BAND III 4 DIPO AT13-240

C From Face 0.000 0.000 0.000

0.0000 132.400 - 129.600

No Ice 0.074 0.074 68.00

ANTENA VHF BAND III 4 DIPO AT13-240

D From Face 0.000 0.000 0.000

0.0000 129.500 - 126.700

No Ice 0.074 0.074 68.00

ANTENA VHF BAND III 4 DIPO AT13-240

C From Face 0.000 0.000 0.000

0.0000 126.600 - 123.800

No Ice 0.074 0.074 68.00

ANTENA VHF BAND III 4 DIPO AT13-240

D From Face 0.000 0.000 0.000

0.0000 123.700 - 120.900

No Ice 0.074 0.074 68.00

ANTENA VHF BAND III 4 DIPO AT13-240

C From Face 0.000 0.000 0.000

0.0000 144.000 - 141.200

No Ice 0.074 0.074 68.00

ANTENA VHF BAND III 4 DIPO AT13-240

C From Face 0.000 0.000 0.000

0.0000 141.100 - 138.300

No Ice 0.074 0.074 68.00

ANTENA VHF BAND III 4 DIPO AT13-240

C From Face 0.000 0.000 0.000

0.0000 138.200 - 135.400

No Ice 0.074 0.074 68.00

ANTENA VHF BAND III 4 DIPO AT13-240

C From Face 0.000 0.000 0.000

0.0000 135.300 - 132.500

No Ice 0.074 0.074 68.00

PANEL FM KATHREIN C From Face 0.000 0.000 0.000

0.0000 115.000 - 112.100

No Ice 0.033 0.033 25.00

PANEL FM KATHREIN C From Face 0.000 0.000 0.000

0.0000 111.800 - 108.900

No Ice 0.033 0.033 25.00

PANEL FM KATHREIN C From Face 0.000 0.000 0.000

0.0000 108.600 - 105.700

No Ice 0.033 0.033 25.00

RYMSA UHF/AT15-250 PANEL

A From Face 0.000 0.000 0.000

0.0000 154.000 - 153.000

No Ice 0.665 0.363 10.00

RYMSA UHF/AT15-250 PANEL

A From Face 0.000 0.000 0.000

0.0000 153.000 - 152.000

No Ice 0.665 0.363 10.00

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ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2

Page 13 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 13:26:36 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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 UHF/AT15-250 PANEL

A From Face 0.000 0.000 0.000

0.0000 152.000 - 151.000

No Ice 0.665 0.363 10.00

RYMSA UHF/AT15-250 PANEL

A From Face 0.000 0.000 0.000

0.0000 151.000 - 150.000

No Ice 0.665 0.363 10.00

RYMSA UHF/AT15-250 PANEL

A From Face 0.000 0.000 0.000

0.0000 150.000 - 149.000

No Ice 0.665 0.363 10.00

RYMSA UHF/AT15-250 PANEL

A From Face 0.000 0.000 0.000

0.0000 149.000 - 148.000

No Ice 0.665 0.363 10.00

RYMSA UHF/AT15-250 PANEL

A From Face 0.000 0.000 0.000

0.0000 148.000 - 147.000

No Ice 0.665 0.363 10.00

RYMSA UHF/AT15-250 PANEL

A From Face 0.000 0.000 0.000

0.0000 147.000 - 146.000

No Ice 0.665 0.363 10.00

RYMSA UHF/AT15-250 PANEL

A From Face 0.000 0.000 0.000

0.0000 146.000 - 145.000

No Ice 0.665 0.363 10.00

RYMSA UHF/AT15-250 PANEL

A From Face 0.000 0.000 0.000

0.0000 145.000 - 144.000

No Ice 0.665 0.363 10.00

RYMSA UHF/AT15-250 PANEL

B From Face 0.000 0.000 0.000

0.0000 154.000 - 153.000

No Ice 0.665 0.363 10.00

RYMSA UHF/AT15-250 PANEL

B From Face 0.000 0.000 0.000

0.0000 153.000 - 152.000

No Ice 0.665 0.363 10.00

RYMSA UHF/AT15-250 PANEL

B From Face 0.000 0.000 0.000

0.0000 152.000 - 151.000

No Ice 0.665 0.363 10.00

RYMSA UHF/AT15-250 PANEL

B From Face 0.000 0.000 0.000

0.0000 151.000 - 150.000

No Ice 0.665 0.363 10.00

RYMSA UHF/AT15-250 PANEL

B From Face 0.000 0.000 0.000

0.0000 150.000 - 149.000

No Ice 0.665 0.363 10.00

RYMSA UHF/AT15-250 PANEL

B From Face 0.000 0.000 0.000

0.0000 149.000 - 148.000

No Ice 0.665 0.363 10.00

RYMSA UHF/AT15-250 PANEL

B From Face 0.000 0.000 0.000

0.0000 148.000 - 147.000

No Ice 0.665 0.363 10.00

RYMSA UHF/AT15-250 PANEL

B From Face 0.000 0.000 0.000

0.0000 147.000 - 146.000

No Ice 0.665 0.363 10.00

Tower Pressures - No Ice

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ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2

Page 14 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 13:26:36 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

Designed by Ing. Jaime Gutierrez C.

GH = 1.056

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 154.000-150.0

00

152.000 2.172 0.00 5.345 A B C D

1.1441.1441.1441.144

0.0000.0000.0000.000

0.508 44.4044.4044.4044.40

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T2 150.000-144.0

00

147.000 2.152 0.00 8.018 A B C D

1.6131.6131.6131.613

0.0000.0000.0000.000

0.762 47.2447.2447.2447.24

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T3 144.000-138.0

00

141.000 2.126 0.00 8.070 A B C D

1.7581.7581.7581.758

0.0000.0000.0000.000

0.914 52.0252.0252.0252.02

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T4 138.000-132.0

00

135.000 2.1 0.00 8.070 A B C D

1.9281.9281.9281.928

0.0000.0000.0000.000

0.914 47.4347.4347.4347.43

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T5 132.000-126.0

00

129.000 2.073 0.00 8.159 A B C D

2.2152.2152.2152.215

0.0000.0000.0000.000

1.219 55.0455.0455.0455.04

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T6 126.000-120.0

00

123.000 2.045 0.00 8.159 A B C D

2.2582.2582.2582.258

0.0000.0000.0000.000

1.219 54.0054.0054.0054.00

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T7 120.000-115.0

00

117.500 2.018 0.00 10.552 A B C D

2.1102.1102.1102.110

0.0000.0000.0000.000

1.039 49.2349.2349.2349.23

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T8 115.000-110.0

00

112.500 1.993 0.00 14.428 A B C D

2.9112.9112.9112.911

0.0000.0000.0000.000

1.524 52.3652.3652.3652.36

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T9 110.000-105.0

00

107.500 1.968 0.00 14.438 A B C D

2.8732.8732.8732.873

0.0000.0000.0000.000

1.524 53.0453.0453.0453.04

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T10 105.000-100.0

00

102.500 1.941 0.00 14.438 A B C D

2.8732.8732.8732.873

0.0000.0000.0000.000

1.524 53.0453.0453.0453.04

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T11 100.000-95.00

0

97.500 1.914 0.00 14.449 A B C D

2.8732.8732.8732.873

0.0000.0000.0000.000

1.524 53.0453.0453.0453.04

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T12 95.000-90.000

92.500 1.885 0.00 14.416 A B C D

3.1093.1093.1093.109

0.0000.0000.0000.000

1.524 49.0249.0249.0249.02

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T13 90.000-85.000

87.500 1.855 0.00 16.252 A B C D

3.0083.0083.0083.008

0.0000.0000.0000.000

1.532 50.9450.9450.9450.94

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T14 85.000-80.000

82.500 1.824 0.00 19.921 A B C D

3.1913.1913.1913.191

0.0000.0000.0000.000

1.532 48.0248.0248.0248.02

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T15 77.500 1.792 0.00 23.591 A 3.462 0.000 1.532 44.26 0.000 0.000

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ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2

Page 15 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 13:26:36 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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

80.000-75.000 B C D

3.4623.4623.462

0.0000.0000.000

44.2644.2644.26

0.000 0.000 0.000

0.0000.0000.000

T16 75.000-67.500

71.250 1.75 0.00 42.266 A B C D

4.9184.9184.9184.918

0.0000.0000.0000.000

2.298 46.7446.7446.7446.74

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T17 67.500-60.000

63.750 1.695 0.00 50.540 A B C D

5.9835.9835.9835.983

0.0000.0000.0000.000

2.298 38.4138.4138.4138.41

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T18 60.000-50.000

55.000 1.625 0.00 80.230 A B C D

7.6877.6877.6877.687

0.0000.0000.0000.000

3.064 39.8639.8639.8639.86

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T19 50.000-40.000

45.000 1.534 0.00 94.909 A B C D

8.3058.3058.3058.305

0.0000.0000.0000.000

3.064 36.9036.9036.9036.90

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T20 40.000-30.000

35.000 1.428 0.00 109.588 A B C D

8.8458.8458.8458.845

0.0000.0000.0000.000

3.064 34.6434.6434.6434.64

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T21 30.000-20.000

25.000 1.297 0.00 124.266 A B C D

8.9008.9008.9008.900

0.0000.0000.0000.000

3.064 34.4334.4334.4334.43

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T22 20.000-10.000

15.000 1.121 0.00 138.942 A B C D

14.25313.70513.70513.157

0.0000.0000.0000.000

3.064 21.5022.3622.3623.29

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T23 10.000-0.000

5.000 1 0.00 153.620 A B C D

15.22014.61314.61314.007

0.0000.0000.0000.000

3.064 20.1320.9720.9721.88

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

Tower Pressure - Service

GH = 1.056

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 154.000-150.0

00

152.000 2.172 0.00 5.345 A B C D

1.1441.1441.1441.144

0.0000.0000.0000.000

0.508 44.4044.4044.4044.40

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T2 150.000-144.0

00

147.000 2.152 0.00 8.018 A B C D

1.6131.6131.6131.613

0.0000.0000.0000.000

0.762 47.2447.2447.2447.24

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T3 144.000-138.0

00

141.000 2.126 0.00 8.070 A B C D

1.7581.7581.7581.758

0.0000.0000.0000.000

0.914 52.0252.0252.0252.02

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

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ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2

Page 16 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 13:26:36 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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

T4 138.000-132.0

00

135.000 2.1 0.00 8.070 A B C D

1.9281.9281.9281.928

0.0000.0000.0000.000

0.914 47.4347.4347.4347.43

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T5 132.000-126.0

00

129.000 2.073 0.00 8.159 A B C D

2.2152.2152.2152.215

0.0000.0000.0000.000

1.219 55.0455.0455.0455.04

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T6 126.000-120.0

00

123.000 2.045 0.00 8.159 A B C D

2.2582.2582.2582.258

0.0000.0000.0000.000

1.219 54.0054.0054.0054.00

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T7 120.000-115.0

00

117.500 2.018 0.00 10.552 A B C D

2.1102.1102.1102.110

0.0000.0000.0000.000

1.039 49.2349.2349.2349.23

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T8 115.000-110.0

00

112.500 1.993 0.00 14.428 A B C D

2.9112.9112.9112.911

0.0000.0000.0000.000

1.524 52.3652.3652.3652.36

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T9 110.000-105.0

00

107.500 1.968 0.00 14.438 A B C D

2.8732.8732.8732.873

0.0000.0000.0000.000

1.524 53.0453.0453.0453.04

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T10 105.000-100.0

00

102.500 1.941 0.00 14.438 A B C D

2.8732.8732.8732.873

0.0000.0000.0000.000

1.524 53.0453.0453.0453.04

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T11 100.000-95.00

0

97.500 1.914 0.00 14.449 A B C D

2.8732.8732.8732.873

0.0000.0000.0000.000

1.524 53.0453.0453.0453.04

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T12 95.000-90.000

92.500 1.885 0.00 14.416 A B C D

3.1093.1093.1093.109

0.0000.0000.0000.000

1.524 49.0249.0249.0249.02

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T13 90.000-85.000

87.500 1.855 0.00 16.252 A B C D

3.0083.0083.0083.008

0.0000.0000.0000.000

1.532 50.9450.9450.9450.94

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T14 85.000-80.000

82.500 1.824 0.00 19.921 A B C D

3.1913.1913.1913.191

0.0000.0000.0000.000

1.532 48.0248.0248.0248.02

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T15 80.000-75.000

77.500 1.792 0.00 23.591 A B C D

3.4623.4623.4623.462

0.0000.0000.0000.000

1.532 44.2644.2644.2644.26

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T16 75.000-67.500

71.250 1.75 0.00 42.266 A B C D

4.9184.9184.9184.918

0.0000.0000.0000.000

2.298 46.7446.7446.7446.74

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T17 67.500-60.000

63.750 1.695 0.00 50.540 A B C D

5.9835.9835.9835.983

0.0000.0000.0000.000

2.298 38.4138.4138.4138.41

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T18 60.000-50.000

55.000 1.625 0.00 80.230 A B C D

7.6877.6877.6877.687

0.0000.0000.0000.000

3.064 39.8639.8639.8639.86

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

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RRIISSAATToowweerr Job

ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2

Page 17 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 13:26:36 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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

T19 50.000-40.000

45.000 1.534 0.00 94.909 A B C D

8.3058.3058.3058.305

0.0000.0000.0000.000

3.064 36.9036.9036.9036.90

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T20 40.000-30.000

35.000 1.428 0.00 109.588 A B C D

8.8458.8458.8458.845

0.0000.0000.0000.000

3.064 34.6434.6434.6434.64

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T21 30.000-20.000

25.000 1.297 0.00 124.266 A B C D

8.9008.9008.9008.900

0.0000.0000.0000.000

3.064 34.4334.4334.4334.43

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T22 20.000-10.000

15.000 1.121 0.00 138.942 A B C D

14.25313.70513.70513.157

0.0000.0000.0000.000

3.064 21.5022.3622.3623.29

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T23 10.000-0.000

5.000 1 0.00 153.620 A B C D

15.22014.61314.61314.007

0.0000.0000.0000.000

3.064 20.1320.9720.9721.88

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 154.000-150.0

00

3.62 340.45 A B C D

0.214 0.214 0.214 0.214

2.922.922.922.92

0.5930.5930.5930.593

1111

1111

1.1441.1441.1441.144

532.83 133.21 D

T2 150.000-144.0

00

3.62 475.37 A B C D

0.201 0.201 0.201 0.201

2.9752.9752.9752.975

0.5910.5910.5910.591

1111

1111

1.6131.6131.6131.613

757.93 126.32 D

T3 144.000-138.0

00

4.46 615.13 A B C D

0.218 0.218 0.218 0.218

2.9052.9052.9052.905

0.5940.5940.5940.594

1111

1111

1.7581.7581.7581.758

796.98 132.83 D

T4 138.000-132.0

00

5.37 682.90 A B C D

0.239 0.239 0.239 0.239

2.8192.8192.8192.819

0.5990.5990.5990.599

1111

1111

1.9281.9281.9281.928

837.74 139.62 D

T5 132.000-126.0

00

5.37 932.04 A B C D

0.271 0.271 0.271 0.271

2.6932.6932.6932.693

0.6080.6080.6080.608

1111

1111

2.2152.2152.2152.215

907.69 151.28 D

T6 126.000-120.0

00

5.37 1048.75 A B C D

0.277 0.277 0.277 0.277

2.6742.6742.6742.674

0.6090.6090.6090.609

1111

1111

2.2582.2582.2582.258

906.11 151.02 D

T7 120.000-115.0

00

6.26 978.51 A B C D

0.2 0.2 0.2 0.2

2.982.982.982.98

0.590.590.590.59

1111

1111

2.1102.1102.1102.110

931.53 186.31 D

T8 115.000-110.0

6.26 1303.96 A B

0.202 0.202

2.9732.973

0.5910.591

11

11

2.9112.911

1266.08 253.22 D

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RRIISSAATToowweerr Job

ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2

Page 18 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 13:26:36 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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

00 C D

0.202 0.202

2.9732.973

0.5910.591

11

11

2.9112.911

T9 110.000-105.0

00

7.16 1447.97 A B C D

0.199 0.199 0.199 0.199

2.9842.9842.9842.984

0.590.590.590.59

1111

1111

2.8732.8732.8732.873

1238.59 247.72 D

T10 105.000-100.0

00

7.16 1464.32 A B C D

0.199 0.199 0.199 0.199

2.9842.9842.9842.984

0.590.590.590.59

1111

1111

2.8732.8732.8732.873

1221.85 244.37 D

T11 100.000-95.00

0

7.16 1657.06 A B C D

0.199 0.199 0.199 0.199

2.9852.9852.9852.985

0.590.590.590.59

1111

1111

2.8732.8732.8732.873

1204.77 240.95 D

T12 95.000-90.000

7.16 1912.63 A B C D

0.216 0.216 0.216 0.216

2.9142.9142.9142.914

0.5940.5940.5940.594

1111

1111

3.1093.1093.1093.109

1253.38 250.68 D

T13 90.000-85.000

7.16 1766.77 A B C D

0.185 0.185 0.185 0.185

3.0453.0453.0453.045

0.5870.5870.5870.587

1111

1111

3.0083.0083.0083.008

1247.36 249.47 D

T14 85.000-80.000

7.16 1836.59 A B C D

0.16 0.16 0.16 0.16

3.1583.1583.1583.158

0.5830.5830.5830.583

1111

1111

3.1913.1913.1913.191

1349.33 269.87 D

T15 80.000-75.000

7.16 2015.69 A B C D

0.147 0.147 0.147 0.147

3.223.223.223.22

0.5810.5810.5810.581

1111

1111

3.4623.4623.4623.462

1466.64 293.33 D

T16 75.000-67.500

7.16 2804.41 A B C D

0.116 0.116 0.116 0.116

3.3683.3683.3683.368

0.5770.5770.5770.577

1111

1111

4.9184.9184.9184.918

2126.90 283.59 D

T17 67.500-60.000

7.16 3906.22 A B C D

0.118 0.118 0.118 0.118

3.3583.3583.3583.358

0.5770.5770.5770.577

1111

1111

5.9835.9835.9835.983

2499.30 333.24 D

T18 60.000-50.000

7.16 5117.38 A B C D

0.096 0.096 0.096 0.096

3.4713.4713.4713.471

0.5750.5750.5750.575

1111

1111

7.6877.6877.6877.687

3182.87 318.29 D

T19 50.000-40.000

7.16 5465.63 A B C D

0.088 0.088 0.088 0.088

3.5143.5143.5143.514

0.5740.5740.5740.574

1111

1111

8.3058.3058.3058.305

3287.13 328.71 D

T20 40.000-30.000

7.16 5847.77 A B C D

0.081 0.081 0.081 0.081

3.553.553.553.55

0.5730.5730.5730.573

1111

1111

8.8458.8458.8458.845

3291.40 329.14 D

T21 30.000-20.000

7.16 5639.70 A B C D

0.072 0.072 0.072 0.072

3.5983.5983.5983.598

0.5730.5730.5730.573

1111

1111

8.9008.9008.9008.900

3048.86 304.89 D

T22 20.000-10.000

7.16 8991.07 A B C D

0.103 0.099 0.099 0.095

3.4373.4573.4573.477

0.5750.5750.5750.575

1111

1111

14.25313.70513.70513.157

4030.82 403.08 A

T23 10.000-0.000

7.16 9484.53 A B

0.099 0.095

3.4553.475

0.5750.575

11

11

15.22014.613

3859.70 385.97 A

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RRIISSAATToowweerr Job

ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2

Page 19 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 13:26:36 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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

0.095 0.091

3.4753.495

0.5750.574

11

11

14.61314.007

Sum Weight: 147.71 65882.52 OTM 2629260 kg-m

41245.81

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 154.000-150.0

00

3.62 340.45 A B C D

0.214 0.214 0.214 0.214

2.922.922.922.92

0.5930.5930.5930.593

1.1611.1611.1611.161

1.1611.1611.1611.161

1.3281.3281.3281.328

618.36 154.59 D

T2 150.000-144.0

00

3.62 475.37 A B C D

0.201 0.201 0.201 0.201

2.9752.9752.9752.975

0.5910.5910.5910.591

1.1511.1511.1511.151

1.1511.1511.1511.151

1.8561.8561.8561.856

872.27 145.38 D

T3 144.000-138.0

00

4.46 615.13 A B C D

0.218 0.218 0.218 0.218

2.9052.9052.9052.905

0.5940.5940.5940.594

1.1631.1631.1631.163

1.1631.1631.1631.163

2.0452.0452.0452.045

927.18 154.53 D

T4 138.000-132.0

00

5.37 682.90 A B C D

0.239 0.239 0.239 0.239

2.8192.8192.8192.819

0.5990.5990.5990.599

1.1791.1791.1791.179

1.1791.1791.1791.179

2.2732.2732.2732.273

987.83 164.64 D

T5 132.000-126.0

00

5.37 932.04 A B C D

0.271 0.271 0.271 0.271

2.6932.6932.6932.693

0.6080.6080.6080.608

1.21.21.21.2

1.21.21.21.2

2.6582.6582.6582.658

1089.23 181.54 D

T6 126.000-120.0

00

5.37 1048.75 A B C D

0.277 0.277 0.277 0.277

2.6742.6742.6742.674

0.6090.6090.6090.609

1.21.21.21.2

1.21.21.21.2

2.7092.7092.7092.709

1087.33 181.22 D

T7 120.000-115.0

00

6.26 978.51 A B C D

0.2 0.2 0.2 0.2

2.982.982.982.98

0.590.590.590.59

1.151.151.151.15

1.151.151.151.15

2.4262.4262.4262.426

1071.19 214.24 D

T8 115.000-110.0

00

6.26 1303.96 A B C D

0.202 0.202 0.202 0.202

2.9732.9732.9732.973

0.5910.5910.5910.591

1.1511.1511.1511.151

1.1511.1511.1511.151

3.3513.3513.3513.351

1457.65 291.53 D

T9 110.000-105.0

00

7.16 1447.97 A B C D

0.199 0.199 0.199 0.199

2.9842.9842.9842.984

0.590.590.590.59

1.1491.1491.1491.149

1.1491.1491.1491.149

3.3023.3023.3023.302

1423.46 284.69 D

T10 105.000-100.0

00

7.16 1464.32 A B C D

0.199 0.199 0.199 0.199

2.9842.9842.9842.984

0.590.590.590.59

1.1491.1491.1491.149

1.1491.1491.1491.149

3.3023.3023.3023.302

1404.22 280.84 D

T11 100.000-95.00

0

7.16 1657.06 A B C D

0.199 0.199 0.199 0.199

2.9852.9852.9852.985

0.590.590.590.59

1.1491.1491.1491.149

1.1491.1491.1491.149

3.3023.3023.3023.302

1384.46 276.89 D

T12 7.16 1912.63 A 0.216 2.914 0.594 1.162 1.162 3.612 1456.10 291.22 D

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RRIISSAATToowweerr Job

ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2

Page 20 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 13:26:36 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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

95.000-90.000 B C D

0.216 0.216 0.216

2.9142.9142.914

0.5940.5940.594

1.1621.1621.162

1.1621.1621.162

3.6123.6123.612

T13 90.000-85.000

7.16 1766.77 A B C D

0.185 0.185 0.185 0.185

3.0453.0453.0453.045

0.5870.5870.5870.587

1.1391.1391.1391.139

1.1391.1391.1391.139

3.4253.4253.4253.425

1420.50 284.10 D

T14 85.000-80.000

7.16 1836.59 A B C D

0.16 0.16 0.16 0.16

3.1583.1583.1583.158

0.5830.5830.5830.583

1.121.121.121.12

1.121.121.121.12

3.5743.5743.5743.574

1511.43 302.29 D

T15 80.000-75.000

7.16 2015.69 A B C D

0.147 0.147 0.147 0.147

3.223.223.223.22

0.5810.5810.5810.581

1.111.111.111.11

1.111.111.111.11

3.8433.8433.8433.843

1628.07 325.61 D

T16 75.000-67.500

7.16 2804.41 A B C D

0.116 0.116 0.116 0.116

3.3683.3683.3683.368

0.5770.5770.5770.577

1.0871.0871.0871.087

1.0871.0871.0871.087

5.3475.3475.3475.347

2312.50 308.33 D

T17 67.500-60.000

7.16 3906.22 A B C D

0.118 0.118 0.118 0.118

3.3583.3583.3583.358

0.5770.5770.5770.577

1.0891.0891.0891.089

1.0891.0891.0891.089

6.5146.5146.5146.514

2721.20 362.83 D

T18 60.000-50.000

7.16 5117.38 A B C D

0.096 0.096 0.096 0.096

3.4713.4713.4713.471

0.5750.5750.5750.575

1.0721.0721.0721.072

1.0721.0721.0721.072

8.2408.2408.2408.240

3411.60 341.16 D

T19 50.000-40.000

7.16 5465.63 A B C D

0.088 0.088 0.088 0.088

3.5143.5143.5143.514

0.5740.5740.5740.574

1.0661.0661.0661.066

1.0661.0661.0661.066

8.8508.8508.8508.850

3502.85 350.29 D

T20 40.000-30.000

7.16 5847.77 A B C D

0.081 0.081 0.081 0.081

3.553.553.553.55

0.5730.5730.5730.573

1.0611.0611.0611.061

1.0611.0611.0611.061

9.3819.3819.3819.381

3490.65 349.06 D

T21 30.000-20.000

7.16 5639.70 A B C D

0.072 0.072 0.072 0.072

3.5983.5983.5983.598

0.5730.5730.5730.573

1.0541.0541.0541.054

1.0541.0541.0541.054

9.3789.3789.3789.378

3212.62 321.26 D

T22 20.000-10.000

7.16 8991.07 A B C D

0.103 0.099 0.099 0.095

3.4373.4573.4573.477

0.5750.5750.5750.575

1.0771.0741.0741.071

1.0771.0741.0741.071

15.35014.71914.71914.091

4340.94 434.09 A

T23 10.000-0.000

7.16 9484.53 A B C D

0.099 0.095 0.095 0.091

3.4553.4753.4753.495

0.5750.5750.5750.574

1.0741.0711.0711.068

1.0741.0711.0711.068

16.35115.65615.65614.965

4146.49 414.65 A

Sum Weight: 147.71 65882.52 OTM 2964042 kg-m

45478.15

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

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RRIISSAATToowweerr Job

ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2

Page 21 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 13:26:36 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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 154.000-150.0

00

3.62 340.45 A B C D

0.214 0.214 0.214 0.214

2.922.922.922.92

0.5930.5930.5930.593

1111

1111

1.1441.1441.1441.144

133.21 33.30 D

T2 150.000-144.0

00

3.62 475.37 A B C D

0.201 0.201 0.201 0.201

2.9752.9752.9752.975

0.5910.5910.5910.591

1111

1111

1.6131.6131.6131.613

189.48 31.58 D

T3 144.000-138.0

00

4.46 615.13 A B C D

0.218 0.218 0.218 0.218

2.9052.9052.9052.905

0.5940.5940.5940.594

1111

1111

1.7581.7581.7581.758

199.25 33.21 D

T4 138.000-132.0

00

5.37 682.90 A B C D

0.239 0.239 0.239 0.239

2.8192.8192.8192.819

0.5990.5990.5990.599

1111

1111

1.9281.9281.9281.928

209.44 34.91 D

T5 132.000-126.0

00

5.37 932.04 A B C D

0.271 0.271 0.271 0.271

2.6932.6932.6932.693

0.6080.6080.6080.608

1111

1111

2.2152.2152.2152.215

226.92 37.82 D

T6 126.000-120.0

00

5.37 1048.75 A B C D

0.277 0.277 0.277 0.277

2.6742.6742.6742.674

0.6090.6090.6090.609

1111

1111

2.2582.2582.2582.258

226.53 37.75 D

T7 120.000-115.0

00

6.26 978.51 A B C D

0.2 0.2 0.2 0.2

2.982.982.982.98

0.590.590.590.59

1111

1111

2.1102.1102.1102.110

232.88 46.58 D

T8 115.000-110.0

00

6.26 1303.96 A B C D

0.202 0.202 0.202 0.202

2.9732.9732.9732.973

0.5910.5910.5910.591

1111

1111

2.9112.9112.9112.911

316.52 63.30 D

T9 110.000-105.0

00

7.16 1447.97 A B C D

0.199 0.199 0.199 0.199

2.9842.9842.9842.984

0.590.590.590.59

1111

1111

2.8732.8732.8732.873

309.65 61.93 D

T10 105.000-100.0

00

7.16 1464.32 A B C D

0.199 0.199 0.199 0.199

2.9842.9842.9842.984

0.590.590.590.59

1111

1111

2.8732.8732.8732.873

305.46 61.09 D

T11 100.000-95.00

0

7.16 1657.06 A B C D

0.199 0.199 0.199 0.199

2.9852.9852.9852.985

0.590.590.590.59

1111

1111

2.8732.8732.8732.873

301.19 60.24 D

T12 95.000-90.000

7.16 1912.63 A B C D

0.216 0.216 0.216 0.216

2.9142.9142.9142.914

0.5940.5940.5940.594

1111

1111

3.1093.1093.1093.109

313.35 62.67 D

T13 90.000-85.000

7.16 1766.77 A B C D

0.185 0.185 0.185 0.185

3.0453.0453.0453.045

0.5870.5870.5870.587

1111

1111

3.0083.0083.0083.008

311.84 62.37 D

T14 85.000-80.000

7.16 1836.59 A B C D

0.16 0.16 0.16 0.16

3.1583.1583.1583.158

0.5830.5830.5830.583

1111

1111

3.1913.1913.1913.191

337.33 67.47 D

T15 80.000-75.000

7.16 2015.69 A B C D

0.147 0.147 0.147 0.147

3.223.223.223.22

0.5810.5810.5810.581

1111

1111

3.4623.4623.4623.462

366.66 73.33 D

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RRIISSAATToowweerr Job

ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2

Page 22 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 13:26:36 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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

T16 75.000-67.500

7.16 2804.41 A B C D

0.116 0.116 0.116 0.116

3.3683.3683.3683.368

0.5770.5770.5770.577

1111

1111

4.9184.9184.9184.918

531.73 70.90 D

T17 67.500-60.000

7.16 3906.22 A B C D

0.118 0.118 0.118 0.118

3.3583.3583.3583.358

0.5770.5770.5770.577

1111

1111

5.9835.9835.9835.983

624.82 83.31 D

T18 60.000-50.000

7.16 5117.38 A B C D

0.096 0.096 0.096 0.096

3.4713.4713.4713.471

0.5750.5750.5750.575

1111

1111

7.6877.6877.6877.687

795.72 79.57 D

T19 50.000-40.000

7.16 5465.63 A B C D

0.088 0.088 0.088 0.088

3.5143.5143.5143.514

0.5740.5740.5740.574

1111

1111

8.3058.3058.3058.305

821.78 82.18 D

T20 40.000-30.000

7.16 5847.77 A B C D

0.081 0.081 0.081 0.081

3.553.553.553.55

0.5730.5730.5730.573

1111

1111

8.8458.8458.8458.845

822.85 82.29 D

T21 30.000-20.000

7.16 5639.70 A B C D

0.072 0.072 0.072 0.072

3.5983.5983.5983.598

0.5730.5730.5730.573

1111

1111

8.9008.9008.9008.900

762.21 76.22 D

T22 20.000-10.000

7.16 8991.07 A B C D

0.103 0.099 0.099 0.095

3.4373.4573.4573.477

0.5750.5750.5750.575

1111

1111

14.25313.70513.70513.157

1007.71 100.77 A

T23 10.000-0.000

7.16 9484.53 A B C D

0.099 0.095 0.095 0.091

3.4553.4753.4753.495

0.5750.5750.5750.574

1111

1111

15.22014.61314.61314.007

964.92 96.49 A

Sum Weight: 147.71 65882.52 OTM 657315 kg-m

10311.45

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 154.000-150.0

00

3.62 340.45 A B C D

0.214 0.214 0.214 0.214

2.922.922.922.92

0.5930.5930.5930.593

1.1611.1611.1611.161

1.1611.1611.1611.161

1.3281.3281.3281.328

154.59 38.65 D

T2 150.000-144.0

00

3.62 475.37 A B C D

0.201 0.201 0.201 0.201

2.9752.9752.9752.975

0.5910.5910.5910.591

1.1511.1511.1511.151

1.1511.1511.1511.151

1.8561.8561.8561.856

218.07 36.34 D

T3 144.000-138.0

00

4.46 615.13 A B C D

0.218 0.218 0.218 0.218

2.9052.9052.9052.905

0.5940.5940.5940.594

1.1631.1631.1631.163

1.1631.1631.1631.163

2.0452.0452.0452.045

231.80 38.63 D

T4 138.000-132.0

00

5.37 682.90 A B C

0.239 0.239 0.239

2.8192.8192.819

0.5990.5990.599

1.1791.1791.179

1.1791.1791.179

2.2732.2732.273

246.96 41.16 D

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RRIISSAATToowweerr Job

ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2

Page 23 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 13:26:36 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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

D 0.239 2.819 0.599 1.179 1.179 2.273T5

132.000-126.000

5.37 932.04 A B C D

0.271 0.271 0.271 0.271

2.6932.6932.6932.693

0.6080.6080.6080.608

1.21.21.21.2

1.21.21.21.2

2.6582.6582.6582.658

272.31 45.38 D

T6 126.000-120.0

00

5.37 1048.75 A B C D

0.277 0.277 0.277 0.277

2.6742.6742.6742.674

0.6090.6090.6090.609

1.21.21.21.2

1.21.21.21.2

2.7092.7092.7092.709

271.83 45.31 D

T7 120.000-115.0

00

6.26 978.51 A B C D

0.2 0.2 0.2 0.2

2.982.982.982.98

0.590.590.590.59

1.151.151.151.15

1.151.151.151.15

2.4262.4262.4262.426

267.80 53.56 D

T8 115.000-110.0

00

6.26 1303.96 A B C D

0.202 0.202 0.202 0.202

2.9732.9732.9732.973

0.5910.5910.5910.591

1.1511.1511.1511.151

1.1511.1511.1511.151

3.3513.3513.3513.351

364.41 72.88 D

T9 110.000-105.0

00

7.16 1447.97 A B C D

0.199 0.199 0.199 0.199

2.9842.9842.9842.984

0.590.590.590.59

1.1491.1491.1491.149

1.1491.1491.1491.149

3.3023.3023.3023.302

355.87 71.17 D

T10 105.000-100.0

00

7.16 1464.32 A B C D

0.199 0.199 0.199 0.199

2.9842.9842.9842.984

0.590.590.590.59

1.1491.1491.1491.149

1.1491.1491.1491.149

3.3023.3023.3023.302

351.06 70.21 D

T11 100.000-95.00

0

7.16 1657.06 A B C D

0.199 0.199 0.199 0.199

2.9852.9852.9852.985

0.590.590.590.59

1.1491.1491.1491.149

1.1491.1491.1491.149

3.3023.3023.3023.302

346.12 69.22 D

T12 95.000-90.000

7.16 1912.63 A B C D

0.216 0.216 0.216 0.216

2.9142.9142.9142.914

0.5940.5940.5940.594

1.1621.1621.1621.162

1.1621.1621.1621.162

3.6123.6123.6123.612

364.02 72.80 D

T13 90.000-85.000

7.16 1766.77 A B C D

0.185 0.185 0.185 0.185

3.0453.0453.0453.045

0.5870.5870.5870.587

1.1391.1391.1391.139

1.1391.1391.1391.139

3.4253.4253.4253.425

355.12 71.02 D

T14 85.000-80.000

7.16 1836.59 A B C D

0.16 0.16 0.16 0.16

3.1583.1583.1583.158

0.5830.5830.5830.583

1.121.121.121.12

1.121.121.121.12

3.5743.5743.5743.574

377.86 75.57 D

T15 80.000-75.000

7.16 2015.69 A B C D

0.147 0.147 0.147 0.147

3.223.223.223.22

0.5810.5810.5810.581

1.111.111.111.11

1.111.111.111.11

3.8433.8433.8433.843

407.02 81.40 D

T16 75.000-67.500

7.16 2804.41 A B C D

0.116 0.116 0.116 0.116

3.3683.3683.3683.368

0.5770.5770.5770.577

1.0871.0871.0871.087

1.0871.0871.0871.087

5.3475.3475.3475.347

578.12 77.08 D

T17 67.500-60.000

7.16 3906.22 A B C D

0.118 0.118 0.118 0.118

3.3583.3583.3583.358

0.5770.5770.5770.577

1.0891.0891.0891.089

1.0891.0891.0891.089

6.5146.5146.5146.514

680.30 90.71 D

T18 60.000-50.000

7.16 5117.38 A B C D

0.096 0.096 0.096 0.096

3.4713.4713.4713.471

0.5750.5750.5750.575

1.0721.0721.0721.072

1.0721.0721.0721.072

8.2408.2408.2408.240

852.90 85.29 D

T19 50.000-40.000

7.16 5465.63 A B C

0.088 0.088 0.088

3.5143.5143.514

0.5740.5740.574

1.0661.0661.066

1.0661.0661.066

8.8508.8508.850

875.71 87.57 D

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RRIISSAATToowweerr Job

ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2

Page 24 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 13:26:36 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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

D 0.088 3.514 0.574 1.066 1.066 8.850T20

40.000-30.000 7.16 5847.77 A

B C D

0.081 0.081 0.081 0.081

3.553.553.553.55

0.5730.5730.5730.573

1.0611.0611.0611.061

1.0611.0611.0611.061

9.3819.3819.3819.381

872.66 87.27 D

T21 30.000-20.000

7.16 5639.70 A B C D

0.072 0.072 0.072 0.072

3.5983.5983.5983.598

0.5730.5730.5730.573

1.0541.0541.0541.054

1.0541.0541.0541.054

9.3789.3789.3789.378

803.16 80.32 D

T22 20.000-10.000

7.16 8991.07 A B C D

0.103 0.099 0.099 0.095

3.4373.4573.4573.477

0.5750.5750.5750.575

1.0771.0741.0741.071

1.0771.0741.0741.071

15.35014.71914.71914.091

1085.24 108.52 A

T23 10.000-0.000

7.16 9484.53 A B C D

0.099 0.095 0.095 0.091

3.4553.4753.4753.495

0.5750.5750.5750.574

1.0741.0711.0711.068

1.0741.0711.0711.068

16.35115.65615.65614.965

1036.62 103.66 A

Sum Weight: 147.71 65882.52 OTM 741011 kg-m

11369.54

Discrete Appurtenance Vectors - No Ice

ANTENA VHF BAND III 4 DIPO AT13-240 - Elevation 141.200-144.000 - From Face C Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 11.53 0.00 -11.53 -1645 -44 7

45 8.16 8.16 8.16 -8.16 -1163 -1207 590 11.53 0.00 11.53 0.00 0 -1689 0

ANTENA VHF BAND III 4 DIPO AT13-240 - Elevation 138.300-141.100 - From Face C Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 11.47 0.00 -11.47 -1602 -44 7

45 8.11 8.11 8.11 -8.11 -1133 -1177 590 11.47 0.00 11.47 0.00 0 -1646 0

ANTENA VHF BAND III 4 DIPO AT13-240 - Elevation 135.400-138.200 - From Face C Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 11.40 0.00 -11.40 -1559 -44 7

45 8.06 8.06 8.06 -8.06 -1103 -1147 590 11.40 0.00 11.40 0.00 0 -1603 0

ANTENA VHF BAND III 4 DIPO AT13-240 - Elevation 132.500-135.300 - From Face D Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m

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RRIISSAATToowweerr Job

ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2

Page 25 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 13:26:36 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

Designed by Ing. Jaime Gutierrez C.

ANTENA VHF BAND III 4 DIPO AT13-240 - Elevation 132.500-135.300 - From Face D Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 11.33 0.00 0.00 -11.33 -1473 0 0

45 8.01 8.01 8.01 -8.01 -1028 -1073 590 0.00 11.33 11.33 0.00 44 -1517 7

ANTENA VHF BAND III 4 DIPO AT13-240 - Elevation 129.600-132.400 - From Face C Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 11.26 0.00 -11.26 -1475 -44 7

45 7.96 7.96 7.96 -7.96 -1043 -1087 590 11.26 0.00 11.26 0.00 0 -1519 0

ANTENA VHF BAND III 4 DIPO AT13-240 - Elevation 126.700-129.500 - From Face D Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 11.19 0.00 0.00 -11.19 -1389 0 0

45 7.91 7.91 7.91 -7.91 -969 -1013 590 0.00 11.19 11.19 0.00 44 -1433 7

ANTENA VHF BAND III 4 DIPO AT13-240 - Elevation 123.800-126.600 - From Face C Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 11.11 0.00 -11.11 -1391 -44 7

45 7.86 7.86 7.86 -7.86 -984 -1028 590 11.11 0.00 11.11 0.00 0 -1436 0

ANTENA VHF BAND III 4 DIPO AT13-240 - Elevation 120.900-123.700 - From Face D Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 11.04 0.00 0.00 -11.04 -1306 0 0

45 7.81 7.81 7.81 -7.81 -910 -955 590 0.00 11.04 11.04 0.00 44 -1350 7

ANTENA VHF BAND III 4 DIPO AT13-240 - Elevation 141.200-144.000 - From Face C Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 11.53 0.00 -11.53 -1645 -44 7

45 8.16 8.16 8.16 -8.16 -1163 -1207 590 11.53 0.00 11.53 0.00 0 -1689 0

ANTENA VHF BAND III 4 DIPO AT13-240 - Elevation 138.300-141.100 - From Face C Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 11.47 0.00 -11.47 -1602 -44 7

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RRIISSAATToowweerr Job

ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2

Page 26 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 13:26:36 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

Designed by Ing. Jaime Gutierrez C.

ANTENA VHF BAND III 4 DIPO AT13-240 - Elevation 138.300-141.100 - From Face C Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 45 8.11 8.11 8.11 -8.11 -1133 -1177 590 11.47 0.00 11.47 0.00 0 -1646 0

ANTENA VHF BAND III 4 DIPO AT13-240 - Elevation 135.400-138.200 - From Face C Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 11.40 0.00 -11.40 -1559 -44 7

45 8.06 8.06 8.06 -8.06 -1103 -1147 590 11.40 0.00 11.40 0.00 0 -1603 0

ANTENA VHF BAND III 4 DIPO AT13-240 - Elevation 132.500-135.300 - From Face C Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 11.33 0.00 -11.33 -1517 -44 7

45 8.01 8.01 8.01 -8.01 -1073 -1117 590 11.33 0.00 11.33 0.00 0 -1561 0

PANEL FM KATHREIN - Elevation 112.100-115.000 - From Face C Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 4.77 0.00 -4.77 -542 -35 7

45 3.37 3.37 3.37 -3.37 -383 -418 590 4.77 0.00 4.77 0.00 0 -577 0

PANEL FM KATHREIN - Elevation 108.900-111.800 - From Face C Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 4.73 0.00 -4.73 -522 -35 7

45 3.35 3.35 3.35 -3.35 -369 -404 590 4.73 0.00 4.73 0.00 0 -557 0

PANEL FM KATHREIN - Elevation 105.700-108.600 - From Face C Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 4.69 0.00 -4.69 -503 -35 7

45 3.32 3.32 3.32 -3.32 -356 -391 590 4.69 0.00 4.69 0.00 0 -538 0

RYMSA UHF/AT15-250 PANEL - Elevation 153.000-154.000 - From Face A Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 58.08 0.00 -58.08 -8915 7 -38

45 75.18 41.07 75.18 -41.07 -6304 -11534 -27

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RRIISSAATToowweerr Job

ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2

Page 27 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 13:26:36 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

Designed by Ing. Jaime Gutierrez C.

RYMSA UHF/AT15-250 PANEL - Elevation 153.000-154.000 - From Face A Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 90 106.32 0.00 106.32 0.00 0 -16314 0

RYMSA UHF/AT15-250 PANEL - Elevation 152.000-153.000 - From Face A Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 57.97 0.00 -57.97 -8841 7 -38

45 75.04 40.99 75.04 -40.99 -6251 -11437 -2790 106.12 0.00 106.12 0.00 0 -16177 0

RYMSA UHF/AT15-250 PANEL - Elevation 151.000-152.000 - From Face A Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 57.86 0.00 -57.86 -8766 7 -38

45 74.90 40.91 74.90 -40.91 -6199 -11341 -2790 105.92 0.00 105.92 0.00 0 -16041 0

RYMSA UHF/AT15-250 PANEL - Elevation 150.000-151.000 - From Face A Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 57.75 0.00 -57.75 -8692 7 -38

45 74.76 40.84 74.76 -40.84 -6146 -11244 -2790 105.72 0.00 105.72 0.00 0 -15905 0

RYMSA UHF/AT15-250 PANEL - Elevation 149.000-150.000 - From Face A Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 57.64 0.00 -57.64 -8618 7 -37

45 74.62 40.76 74.62 -40.76 -6094 -11148 -2690 105.52 0.00 105.52 0.00 0 -15769 0

RYMSA UHF/AT15-250 PANEL - Elevation 148.000-149.000 - From Face A Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 57.53 0.00 -57.53 -8544 7 -37

45 74.47 40.68 74.47 -40.68 -6041 -11053 -2690 105.32 0.00 105.32 0.00 0 -15633 0

RYMSA UHF/AT15-250 PANEL - Elevation 147.000-148.000 - From Face A Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 57.42 0.00 -57.42 -8470 7 -37

45 74.33 40.60 74.33 -40.60 -5989 -10957 -26

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RRIISSAATToowweerr Job

ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2

Page 28 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 13:26:36 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

Designed by Ing. Jaime Gutierrez C.

RYMSA UHF/AT15-250 PANEL - Elevation 147.000-148.000 - From Face A Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 90 105.12 0.00 105.12 0.00 0 -15498 0

RYMSA UHF/AT15-250 PANEL - Elevation 146.000-147.000 - From Face A Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 57.31 0.00 -57.31 -8396 7 -37

45 74.18 40.52 74.18 -40.52 -5937 -10861 -2690 104.91 0.00 104.91 0.00 0 -15363 0

RYMSA UHF/AT15-250 PANEL - Elevation 145.000-146.000 - From Face A Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 57.20 0.00 -57.20 -8322 7 -37

45 74.04 40.45 74.04 -40.45 -5885 -10766 -2690 104.71 0.00 104.71 0.00 0 -15228 0

RYMSA UHF/AT15-250 PANEL - Elevation 144.000-145.000 - From Face A Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 57.09 0.00 -57.09 -8249 7 -37

45 73.89 40.37 73.89 -40.37 -5833 -10671 -2690 104.50 0.00 104.50 0.00 0 -15094 0

RYMSA UHF/AT15-250 PANEL - Elevation 153.000-154.000 - From Face B Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 106.32 0.00 0.00 -106.32 -16327 0 0

45 75.18 41.07 41.07 -75.18 -11547 -6304 -2790 0.00 58.08 58.08 0.00 -7 -8915 -38

RYMSA UHF/AT15-250 PANEL - Elevation 152.000-153.000 - From Face B Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 106.12 0.00 0.00 -106.12 -16190 0 0

45 75.04 40.99 40.99 -75.04 -11450 -6251 -2790 0.00 57.97 57.97 0.00 -7 -8841 -38

RYMSA UHF/AT15-250 PANEL - Elevation 151.000-152.000 - From Face B Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 105.92 0.00 0.00 -105.92 -16054 0 0

45 74.90 40.91 40.91 -74.90 -11354 -6199 -27

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RRIISSAATToowweerr Job

ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2

Page 29 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 13:26:36 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

Designed by Ing. Jaime Gutierrez C.

RYMSA UHF/AT15-250 PANEL - Elevation 151.000-152.000 - From Face B Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 90 0.00 57.86 57.86 0.00 -7 -8766 -38

RYMSA UHF/AT15-250 PANEL - Elevation 150.000-151.000 - From Face B Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 105.72 0.00 0.00 -105.72 -15918 0 0

45 74.76 40.84 40.84 -74.76 -11257 -6146 -2790 0.00 57.75 57.75 0.00 -7 -8692 -38

RYMSA UHF/AT15-250 PANEL - Elevation 149.000-150.000 - From Face B Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 105.52 0.00 0.00 -105.52 -15782 0 0

45 74.62 40.76 40.76 -74.62 -11161 -6094 -2690 0.00 57.64 57.64 0.00 -7 -8618 -37

RYMSA UHF/AT15-250 PANEL - Elevation 148.000-149.000 - From Face B Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 105.32 0.00 0.00 -105.32 -15646 0 0

45 74.47 40.68 40.68 -74.47 -11066 -6041 -2690 0.00 57.53 57.53 0.00 -7 -8544 -37

RYMSA UHF/AT15-250 PANEL - Elevation 147.000-148.000 - From Face B Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 105.12 0.00 0.00 -105.12 -15511 0 0

45 74.33 40.60 40.60 -74.33 -10970 -5989 -2690 0.00 57.42 57.42 0.00 -7 -8470 -37

RYMSA UHF/AT15-250 PANEL - Elevation 146.000-147.000 - From Face B Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 104.91 0.00 0.00 -104.91 -15376 0 0

45 74.18 40.52 40.52 -74.18 -10874 -5937 -2690 0.00 57.31 57.31 0.00 -7 -8396 -37

Discrete Appurtenance Totals - No Ice

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RRIISSAATToowweerr Job

ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2

Page 30 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 13:26:36 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

Designed by Ing. Jaime Gutierrez C.

Wind Azimuth

°

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 -1571.06 -232345 -438 -288

45 1178.03 -1110.91 -164269 -174520 -40090 1665.99 0.00 81 -246627 -278

Discrete Appurtenance Vectors - Service

ANTENA VHF BAND III 4 DIPO AT13-240 - Elevation 141.200-144.000 - From Face C Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 2.88 0.00 -2.88 -411 -44 2

45 2.04 2.04 2.04 -2.04 -291 -335 190 2.88 0.00 2.88 0.00 0 -455 0

ANTENA VHF BAND III 4 DIPO AT13-240 - Elevation 138.300-141.100 - From Face C Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 2.87 0.00 -2.87 -400 -44 2

45 2.03 2.03 2.03 -2.03 -283 -327 190 2.87 0.00 2.87 0.00 0 -445 0

ANTENA VHF BAND III 4 DIPO AT13-240 - Elevation 135.400-138.200 - From Face C Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 2.85 0.00 -2.85 -390 -44 2

45 2.01 2.01 2.01 -2.01 -276 -320 190 2.85 0.00 2.85 0.00 0 -434 0

ANTENA VHF BAND III 4 DIPO AT13-240 - Elevation 132.500-135.300 - From Face D Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 2.83 0.00 0.00 -2.83 -335 0 0

45 2.00 2.00 2.00 -2.00 -224 -268 190 0.00 2.83 2.83 0.00 44 -379 2

ANTENA VHF BAND III 4 DIPO AT13-240 - Elevation 129.600-132.400 - From Face C Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 2.81 0.00 -2.81 -369 -44 2

45 1.99 1.99 1.99 -1.99 -261 -305 190 2.81 0.00 2.81 0.00 0 -413 0

ANTENA VHF BAND III 4 DIPO AT13-240 - Elevation 126.700-129.500 - From Face D

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RRIISSAATToowweerr Job

ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2

Page 31 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 13:26:36 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

Designed by Ing. Jaime Gutierrez C.

Wind Azimuth

°

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 2.80 0.00 0.00 -2.80 -314 0 0

45 1.98 1.98 1.98 -1.98 -209 -253 190 0.00 2.80 2.80 0.00 44 -358 2

ANTENA VHF BAND III 4 DIPO AT13-240 - Elevation 123.800-126.600 - From Face C Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 2.78 0.00 -2.78 -348 -44 2

45 1.96 1.96 1.96 -1.96 -246 -290 190 2.78 0.00 2.78 0.00 0 -392 0

ANTENA VHF BAND III 4 DIPO AT13-240 - Elevation 120.900-123.700 - From Face D Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 2.76 0.00 0.00 -2.76 -293 0 0

45 1.95 1.95 1.95 -1.95 -194 -239 190 0.00 2.76 2.76 0.00 44 -338 2

ANTENA VHF BAND III 4 DIPO AT13-240 - Elevation 141.200-144.000 - From Face C Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 2.88 0.00 -2.88 -411 -44 2

45 2.04 2.04 2.04 -2.04 -291 -335 190 2.88 0.00 2.88 0.00 0 -455 0

ANTENA VHF BAND III 4 DIPO AT13-240 - Elevation 138.300-141.100 - From Face C Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 2.87 0.00 -2.87 -400 -44 2

45 2.03 2.03 2.03 -2.03 -283 -327 190 2.87 0.00 2.87 0.00 0 -445 0

ANTENA VHF BAND III 4 DIPO AT13-240 - Elevation 135.400-138.200 - From Face C Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 2.85 0.00 -2.85 -390 -44 2

45 2.01 2.01 2.01 -2.01 -276 -320 190 2.85 0.00 2.85 0.00 0 -434 0

ANTENA VHF BAND III 4 DIPO AT13-240 - Elevation 132.500-135.300 - From Face C Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 2.83 0.00 -2.83 -379 -44 2

45 2.00 2.00 2.00 -2.00 -268 -312 1

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RRIISSAATToowweerr Job

ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2

Page 32 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 13:26:36 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

Designed by Ing. Jaime Gutierrez C.

ANTENA VHF BAND III 4 DIPO AT13-240 - Elevation 132.500-135.300 - From Face C Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 90 2.83 0.00 2.83 0.00 0 -423 0

PANEL FM KATHREIN - Elevation 112.100-115.000 - From Face C Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 1.19 0.00 -1.19 -135 -35 2

45 0.84 0.84 0.84 -0.84 -96 -131 190 1.19 0.00 1.19 0.00 0 -170 0

PANEL FM KATHREIN - Elevation 108.900-111.800 - From Face C Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 1.18 0.00 -1.18 -131 -35 2

45 0.84 0.84 0.84 -0.84 -92 -127 190 1.18 0.00 1.18 0.00 0 -166 0

PANEL FM KATHREIN - Elevation 105.700-108.600 - From Face C Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 1.17 0.00 -1.17 -126 -35 2

45 0.83 0.83 0.83 -0.83 -89 -124 190 1.17 0.00 1.17 0.00 0 -161 0

RYMSA UHF/AT15-250 PANEL - Elevation 153.000-154.000 - From Face A Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 14.52 0.00 -14.52 -2229 7 -9

45 18.80 10.27 18.80 -10.27 -1576 -2879 -790 26.58 0.00 26.58 0.00 0 -4074 0

RYMSA UHF/AT15-250 PANEL - Elevation 152.000-153.000 - From Face A Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 14.49 0.00 -14.49 -2210 7 -9

45 18.76 10.25 18.76 -10.25 -1563 -2854 -790 26.53 0.00 26.53 0.00 0 -4039 0

RYMSA UHF/AT15-250 PANEL - Elevation 151.000-152.000 - From Face A Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 14.47 0.00 -14.47 -2192 7 -9

45 18.72 10.23 18.72 -10.23 -1550 -2830 -7

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ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2

Page 33 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 13:26:36 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

Designed by Ing. Jaime Gutierrez C.

RYMSA UHF/AT15-250 PANEL - Elevation 151.000-152.000 - From Face A Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 90 26.48 0.00 26.48 0.00 0 -4005 0

RYMSA UHF/AT15-250 PANEL - Elevation 150.000-151.000 - From Face A Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 14.44 0.00 -14.44 -2173 7 -9

45 18.69 10.21 18.69 -10.21 -1537 -2806 -790 26.43 0.00 26.43 0.00 0 -3971 0

RYMSA UHF/AT15-250 PANEL - Elevation 149.000-150.000 - From Face A Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 14.41 0.00 -14.41 -2154 7 -9

45 18.65 10.19 18.65 -10.19 -1523 -2782 -790 26.38 0.00 26.38 0.00 0 -3937 0

RYMSA UHF/AT15-250 PANEL - Elevation 148.000-149.000 - From Face A Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 14.38 0.00 -14.38 -2136 7 -9

45 18.62 10.17 18.62 -10.17 -1510 -2758 -790 26.33 0.00 26.33 0.00 0 -3903 0

RYMSA UHF/AT15-250 PANEL - Elevation 147.000-148.000 - From Face A Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 14.36 0.00 -14.36 -2117 7 -9

45 18.58 10.15 18.58 -10.15 -1497 -2734 -790 26.28 0.00 26.28 0.00 0 -3870 0

RYMSA UHF/AT15-250 PANEL - Elevation 146.000-147.000 - From Face A Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 14.33 0.00 -14.33 -2099 7 -9

45 18.55 10.13 18.55 -10.13 -1484 -2710 -790 26.23 0.00 26.23 0.00 0 -3836 0

RYMSA UHF/AT15-250 PANEL - Elevation 145.000-146.000 - From Face A Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 14.30 0.00 -14.30 -2081 7 -9

45 18.51 10.11 18.51 -10.11 -1471 -2687 -7

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ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2

Page 34 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 13:26:36 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

Designed by Ing. Jaime Gutierrez C.

RYMSA UHF/AT15-250 PANEL - Elevation 145.000-146.000 - From Face A Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 90 26.18 0.00 26.18 0.00 0 -3802 0

RYMSA UHF/AT15-250 PANEL - Elevation 144.000-145.000 - From Face A Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 14.27 0.00 -14.27 -2062 7 -9

45 18.47 10.09 18.47 -10.09 -1458 -2663 -790 26.13 0.00 26.13 0.00 0 -3769 0

RYMSA UHF/AT15-250 PANEL - Elevation 153.000-154.000 - From Face B Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 26.58 0.00 0.00 -26.58 -4087 0 0

45 18.80 10.27 10.27 -18.80 -2892 -1576 -790 0.00 14.52 14.52 0.00 -7 -2229 -9

RYMSA UHF/AT15-250 PANEL - Elevation 152.000-153.000 - From Face B Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 26.53 0.00 0.00 -26.53 -4052 0 0

45 18.76 10.25 10.25 -18.76 -2867 -1563 -790 0.00 14.49 14.49 0.00 -7 -2210 -9

RYMSA UHF/AT15-250 PANEL - Elevation 151.000-152.000 - From Face B Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 26.48 0.00 0.00 -26.48 -4018 0 0

45 18.72 10.23 10.23 -18.72 -2843 -1550 -790 0.00 14.47 14.47 0.00 -7 -2192 -9

RYMSA UHF/AT15-250 PANEL - Elevation 150.000-151.000 - From Face B Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 26.43 0.00 0.00 -26.43 -3984 0 0

45 18.69 10.21 10.21 -18.69 -2819 -1537 -790 0.00 14.44 14.44 0.00 -7 -2173 -9

RYMSA UHF/AT15-250 PANEL - Elevation 149.000-150.000 - From Face B Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 26.38 0.00 0.00 -26.38 -3950 0 0

45 18.65 10.19 10.19 -18.65 -2795 -1523 -7

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ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2

Page 35 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 13:26:36 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

Designed by Ing. Jaime Gutierrez C.

RYMSA UHF/AT15-250 PANEL - Elevation 149.000-150.000 - From Face B Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 90 0.00 14.41 14.41 0.00 -7 -2154 -9

RYMSA UHF/AT15-250 PANEL - Elevation 148.000-149.000 - From Face B Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 26.33 0.00 0.00 -26.33 -3916 0 0

45 18.62 10.17 10.17 -18.62 -2771 -1510 -790 0.00 14.38 14.38 0.00 -7 -2136 -9

RYMSA UHF/AT15-250 PANEL - Elevation 147.000-148.000 - From Face B Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 26.28 0.00 0.00 -26.28 -3883 0 0

45 18.58 10.15 10.15 -18.58 -2747 -1497 -790 0.00 14.36 14.36 0.00 -7 -2117 -9

RYMSA UHF/AT15-250 PANEL - Elevation 146.000-147.000 - From Face B Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 26.23 0.00 0.00 -26.23 -3849 0 0

45 18.55 10.13 10.13 -18.55 -2723 -1484 -790 0.00 14.33 14.33 0.00 -7 -2099 -9

Discrete Appurtenance Totals - Service

Wind Azimuth

°

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 -392.77 -58026 -438 -72

45 294.51 -277.73 -41007 -43958 -10090 416.50 0.00 81 -61985 -70

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 32021.92 Bracing Weight 33712.89 Total Member Self-Weight 65734.82 81 -438 Gusset Weight 147.71 Total Weight 66953.50 81 -438

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ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2

Page 36 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 13:26:36 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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 Wind 0 deg - No Ice 0.00 -42816.87 -2861604 -438 -288Wind 45 deg - No Ice 33335.93 -33268.81 -2260163 -2270414 -400Wind 90 deg - No Ice 42911.79 0.00 81 -2875887 -278Total Weight 66953.50 81 -438 Wind 0 deg - Service 0.00 -10704.22 -715341 -438 -72Wind 45 deg - Service 8333.98 -8317.20 -564980 -567932 -100Wind 90 deg - Service 10727.95 0.00 81 -719300 -70

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 0 deg - Service 6 Dead+Wind 45 deg - Service 7 Dead+Wind 90 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 154 - 150 Leg Max Tension 3 773.78 4 2

Max. Compression 3 -954.77 0 -2 Max. Mx 3 -118.10 9 -8 Max. My 3 -118.10 9 -8 Max. Vy 4 -38.30 6 -1 Max. Vx 2 38.38 1 -6 Diagonal Max Tension 4 517.01 0 0 Max. Compression 2 -511.20 0 0 Max. Mx 4 409.12 0 0 Max. My 3 106.89 0 0 Max. Vy 4 1.58 0 0 Max. Vx 3 0.15 0 0 Horizontal Max Tension 2 72.83 0 0 Max. Compression 4 -72.51 0 0 Max. Mx 3 -33.20 0 1 Max. My 3 46.26 0 1 Max. Vy 3 1.39 0 1 Max. Vx 3 -1.30 0 0 Top Girt Max Tension 4 43.74 0 0 Max. Compression 4 -29.97 0 0 Max. Mx 1 -0.54 -1 0 Max. My 3 35.31 0 0 Max. Vy 1 2.94 0 0 Max. Vx 3 -0.00 0 0

T2 150 - 144 Leg Max Tension 3 6503.11 -2 -3 Max. Compression 3 -6817.21 5 5 Max. Mx 3 -224.04 17 -16 Max. My 3 -224.04 17 -16

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ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2

Page 37 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 13:26:36 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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 3 -43.47 17 -16 Max. Vx 3 41.56 17 -16 Diagonal Max Tension 4 1335.13 0 0 Max. Compression 4 -1361.61 0 0 Max. Mx 4 696.99 0 0 Max. My 3 307.00 0 0 Max. Vy 4 1.58 0 0 Max. Vx 3 0.13 0 0 Horizontal Max Tension 3 68.05 -1 -1 Max. Compression 3 -69.87 1 2 Max. Mx 2 34.30 -1 0 Max. My 3 58.13 0 -2 Max. Vy 2 -1.93 0 0 Max. Vx 3 3.27 0 0

T3 144 - 138 Leg Max Tension 3 17403.76 -17 -16 Max. Compression 3 -18077.47 30 29 Max. Mx 3 -387.40 63 -59 Max. My 3 -735.04 -58 63 Max. Vy 4 -95.05 62 -20 Max. Vx 4 -94.63 -20 61 Diagonal Max Tension 4 1751.95 0 0 Max. Compression 4 -1746.74 0 0 Max. Mx 4 1475.70 0 0 Max. My 3 870.81 0 0 Max. Vy 4 1.58 0 0 Max. Vx 3 0.11 0 0 Horizontal Max Tension 4 138.74 0 0 Max. Compression 4 -159.13 0 0 Max. Mx 4 138.53 -1 0 Max. My 3 -103.49 0 3 Max. Vy 4 -2.20 0 0 Max. Vx 3 4.88 0 3

T4 138 - 132 Leg Max Tension 3 31657.82 -40 -38 Max. Compression 3 -31554.11 44 43 Max. Mx 3 -687.50 95 -89 Max. My 3 -1325.02 -89 96 Max. Vy 4 148.23 -55 -19 Max. Vx 4 148.53 -28 93 Diagonal Max Tension 3 2368.54 0 0 Max. Compression 4 -2209.84 0 0 Max. Mx 4 1882.67 -1 0 Max. My 3 914.06 0 0 Max. Vy 4 1.98 0 0 Max. Vx 3 0.11 0 0 Horizontal Max Tension 4 229.35 2 0 Max. Compression 3 -312.89 0 4 Max. Mx 4 228.65 2 0 Max. My 3 -167.70 1 4 Max. Vy 4 3.29 2 0 Max. Vx 3 6.55 1 4

T5 132 - 126 Leg Max Tension 3 52490.37 -86 -84 Max. Compression 3 -49373.92 152 145 Max. Mx 3 -2910.07 306 -286 Max. My 3 -4045.64 -282 308 Max. Vy 4 -433.33 286 -93 Max. Vx 4 -432.11 -92 285 Diagonal Max Tension 3 3080.99 0 0 Max. Compression 3 -2647.11 0 0 Max. Mx 4 2250.78 -1 0 Max. My 3 -2221.90 0 0 Max. Vy 4 1.97 0 0

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ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2

Page 38 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 13:26:36 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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 0.10 0 0 Horizontal Max Tension 4 630.33 0 0 Max. Compression 3 -701.36 1 8 Max. Mx 4 628.43 -2 0 Max. My 3 -530.41 1 8 Max. Vy 4 -3.34 0 0 Max. Vx 3 11.73 0 0

T6 126 - 120 Leg Max Tension 3 75986.39 -203 -195 Max. Compression 3 -65806.27 -118 -117 Max. Mx 3 -5290.16 487 -444 Max. My 3 -6673.87 -441 492 Max. Vy 3 -638.35 487 -444 Max. Vx 3 -648.01 -441 492 Diagonal Max Tension 3 6248.15 0 0 Max. Compression 3 -4466.89 0 0 Max. Mx 4 2770.22 -1 0 Max. My 3 -3751.09 0 0 Max. Vy 4 2.58 0 0 Max. Vx 3 0.16 0 0 Horizontal Max Tension 3 869.25 0 0 Max. Compression 3 -1158.11 -7 8 Max. Mx 4 631.68 11 4 Max. My 3 -760.44 5 12 Max. Vy 4 17.74 11 4 Max. Vx 3 18.84 0 0

T7 120 - 115 Leg Max Tension 3 66375.31 -170 -171 Max. Compression 3 -56899.10 129 124 Max. Mx 3 -5027.37 263 -231 Max. My 3 -6040.44 -228 265 Max. Vy 4 300.84 239 -70 Max. Vx 4 300.18 -69 238 Diagonal Max Tension 3 12312.70 0 0 Max. Compression 4 -9864.50 0 0 Max. Mx 4 -3746.14 -3 0 Max. My 3 2289.08 0 -1 Max. Vy 4 5.31 0 0 Max. Vx 3 1.17 0 0 Horizontal Max Tension 4 412.55 6 0 Max. Compression 3 -827.27 9 60 Max. Mx 4 258.35 -9 11 Max. My 3 -2.79 -7 -85 Max. Vy 4 12.93 0 0 Max. Vx 3 102.31 -7 -85 Top Girt Max Tension 4 4008.01 0 0 Max. Compression 4 -4783.10 0 0 Max. Mx 2 3920.09 -1 0 Max. My 3 3731.52 0 0 Max. Vy 2 2.91 0 0 Max. Vx 3 -0.44 0 0

T8 115 - 110 Leg Max Tension 3 51256.07 -101 -101 Max. Compression 3 -47044.18 76 77 Max. Mx 4 -32853.15 610 -36 Max. My 4 -32888.00 -34 609 Max. Vy 4 -659.05 610 -36 Max. Vx 4 -655.56 -34 609 Diagonal Max Tension 3 5016.92 9 -45 Max. Compression 4 -4394.52 0 0 Max. Mx 3 -2341.74 -14 39 Max. My 3 -3316.09 0 -72 Max. Vy 3 12.72 14 -48 Max. Vx 3 -50.62 0 0

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ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2

Page 39 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 13:26:36 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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 Horizontal Max Tension 3 241.42 -1 9 Max. Compression 3 -278.28 3 -3 Max. Mx 4 -267.82 3 -5 Max. My 3 237.02 -1 10 Max. Vy 4 5.56 3 -5 Max. Vx 3 -7.20 -1 10 Top Girt Max Tension 4 3262.67 0 0 Max. Compression 4 -3070.05 0 0 Max. Mx 1 207.10 -7 0 Max. My 3 -2491.01 0 0 Max. Vy 1 10.55 0 0 Max. Vx 3 -0.00 0 0 Redund Horz 1

Bracing Max Tension 4 844.56 0 0

Max. Compression 3 -800.88 0 0 Max. Mx 1 32.21 0 0 Max. My 3 78.22 0 0 Max. Vy 1 0.80 0 0 Max. Vx 3 0.00 0 0 Redund Diag 1

Bracing Max Tension 4 811.14 0 0

Max. Compression 4 -863.43 0 0 Max. Mx 4 565.83 0 0 Max. My 4 811.14 0 0 Max. Vy 4 0.83 0 0 Max. Vx 4 0.03 0 0 Redund Hip 1

Bracing Max Tension 3 129.23 0 0

Max. Compression 3 -88.62 0 0 Max. Mx 1 0.18 0 0 Max. My 3 -88.52 0 0 Max. Vy 1 1.13 0 0 Max. Vx 3 0.00 0 0

T9 110 - 105 Leg Max Tension 3 64726.39 -74 -74 Max. Compression 3 -59285.93 367 366 Max. Mx 4 -40876.32 610 -36 Max. My 4 -40926.41 -34 609 Max. Vy 3 603.02 -313 -319 Max. Vx 3 598.52 -313 -319 Diagonal Max Tension 4 5299.31 8 0 Max. Compression 4 -5393.62 0 0 Max. Mx 3 3516.41 24 -52 Max. My 3 -3839.90 -3 -64 Max. Vy 3 19.84 24 -52 Max. Vx 3 -44.55 0 0 Horizontal Max Tension 4 316.15 2 7 Max. Compression 3 -423.16 0 -5 Max. Mx 4 314.87 2 7 Max. My 4 316.15 2 7 Max. Vy 4 3.83 2 7 Max. Vx 4 -5.38 2 7 Redund Horz 1

Bracing Max Tension 3 889.29 0 0

Max. Compression 3 -1068.91 0 0 Max. Mx 1 31.02 0 0 Max. My 3 336.44 0 0 Max. Vy 1 0.80 0 0 Max. Vx 3 0.00 0 0 Redund Diag 1

Bracing Max Tension 3 1067.95 0 0

Max. Compression 3 -989.55 0 0

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ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2

Page 40 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 13:26:36 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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 4 555.87 0 0 Max. My 4 635.39 0 0 Max. Vy 4 0.82 0 0 Max. Vx 4 0.03 0 0 Redund Hip 1

Bracing Max Tension 3 136.51 0 0

Max. Compression 3 -94.21 0 0 Max. Mx 1 0.32 0 0 Max. My 3 -92.00 0 0 Max. Vy 1 1.13 0 0 Max. Vx 3 0.00 0 0

T10 105 - 100 Leg Max Tension 3 78538.28 -373 -370 Max. Compression 3 -72601.94 99 100 Max. Mx 4 -50182.10 878 -1 Max. My 4 -50240.81 0 878 Max. Vy 4 -940.28 878 -1 Max. Vx 4 -937.88 0 878 Diagonal Max Tension 3 6165.80 19 -23 Max. Compression 4 -5811.48 0 0 Max. Mx 3 3923.89 30 -29 Max. My 3 -3858.11 0 -36 Max. Vy 3 24.51 30 -29 Max. Vx 3 24.88 0 -36 Horizontal Max Tension 4 389.04 0 0 Max. Compression 3 -606.67 3 -6 Max. Mx 4 -510.39 3 -10 Max. My 3 269.64 -1 10 Max. Vy 4 5.65 3 -10 Max. Vx 3 -7.13 -1 10 Redund Horz 1

Bracing Max Tension 4 1165.95 0 0

Max. Compression 3 -1186.86 0 0 Max. Mx 1 44.26 0 0 Max. My 3 786.84 0 0 Max. Vy 1 0.80 0 0 Max. Vx 3 0.00 0 0 Redund Diag 1

Bracing Max Tension 3 1232.80 0 0

Max. Compression 4 -1200.05 0 0 Max. Mx 4 817.04 0 0 Max. My 4 1141.13 0 0 Max. Vy 4 0.82 0 0 Max. Vx 4 0.02 0 0 Redund Hip 1

Bracing Max Tension 3 70.58 0 0

Max. Compression 3 -49.83 0 0 Max. Mx 1 0.25 0 0 Max. My 3 -49.78 0 0 Max. Vy 1 1.13 0 0 Max. Vx 3 0.00 0 0

T11 100 - 95 Leg Max Tension 3 94129.81 -118 -119 Max. Compression 3 -87499.09 434 435 Max. Mx 4 -59600.93 878 -1 Max. My 4 -59667.83 0 878 Max. Vy 3 923.74 -478 -485 Max. Vx 3 920.67 -478 -485 Diagonal Max Tension 3 7353.67 20 -8 Max. Compression 4 -6929.72 0 0 Max. Mx 3 4133.85 31 -15 Max. My 3 2821.56 31 -16 Max. Vy 3 24.75 31 -15

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RRIISSAATToowweerr Job

ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2

Page 41 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 13:26:36 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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 10.93 31 -16 Horizontal Max Tension 4 307.41 4 15 Max. Compression 3 -620.48 -1 -8 Max. Mx 4 306.88 4 15 Max. My 4 307.41 4 15 Max. Vy 4 6.37 4 15 Max. Vx 4 -10.46 4 15 Redund Horz 1

Bracing Max Tension 3 1312.49 0 0

Max. Compression 3 -1568.49 0 0 Max. Mx 1 42.15 0 0 Max. My 4 907.05 0 0 Max. Vy 1 0.80 0 0 Max. Vx 4 0.00 0 0 Redund Diag 1

Bracing Max Tension 3 1641.35 0 0

Max. Compression 3 -1352.88 0 0 Max. Mx 4 845.05 0 0 Max. My 4 928.21 0 0 Max. Vy 4 1.20 0 0 Max. Vx 4 0.03 0 0 Redund Hip 1

Bracing Max Tension 3 35.01 0 0

Max. Compression 4 -11.39 0 0 Max. Mx 1 0.42 0 0 Max. My 3 -8.69 0 0 Max. Vy 1 1.13 0 0 Max. Vx 3 0.00 0 0

T12 95 - 90 Leg Max Tension 3 100732.73 -181 -176 Max. Compression 3 -95214.14 58 57 Max. Mx 4 -62999.97 -573 62 Max. My 4 -62951.21 67 -577 Max. Vy 4 734.75 -573 63 Max. Vx 4 737.99 67 -577 Diagonal Max Tension 3 12169.87 16 13 Max. Compression 3 -14524.61 0 0 Max. Mx 3 -1478.07 26 -20 Max. My 3 3814.78 -23 -21 Max. Vy 3 21.37 26 -20 Max. Vx 3 14.87 -23 -21 Horizontal Max Tension 3 352.30 0 0 Max. Compression 4 -457.60 2 0 Max. Mx 4 -134.78 7 0 Max. My 4 -134.49 7 0 Max. Vy 4 10.45 7 0 Max. Vx 4 -0.36 7 0 Top Girt Max Tension 4 5150.82 0 0 Max. Compression 4 -4554.24 0 0 Max. Mx 1 164.29 -9 0 Max. My 3 -3552.47 0 0 Max. Vy 1 12.76 0 0 Max. Vx 3 -0.00 0 0 Redund Horz 1

Bracing Max Tension 3 1428.21 0 0

Max. Compression 3 -1428.21 0 0 Max. Mx 1 39.04 0 0 Max. My 4 -1139.97 0 0 Max. Vy 1 0.80 0 0 Max. Vx 4 -0.00 0 0 Redund Diag 1

Bracing Max Tension 3 1461.53 0 0

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RRIISSAATToowweerr Job

ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2

Page 42 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 13:26:36 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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 -1461.53 0 0 Max. Mx 4 980.81 0 0 Max. My 4 401.63 0 0 Max. Vy 4 1.20 0 0 Max. Vx 4 0.03 0 0 Redund Hip 1

Bracing Max Tension 3 34.29 0 0

Max. Compression 3 -51.65 0 0 Max. Mx 1 0.43 0 0 Max. My 3 0.33 0 0 Max. Vy 1 1.13 0 0 Max. Vx 3 -0.00 0 0 Inner Bracing Max Tension 3 1265.72 0 0 Max. Compression 3 -995.93 0 0 Max. Mx 1 81.49 9 0 Max. My 4 35.71 0 0 Max. Vy 1 -8.96 0 0 Max. Vx 4 0.09 0 0

T13 90 - 85 Leg Max Tension 3 111422.58 -90 -90 Max. Compression 3 -114153.01 -361 -364 Max. Mx 4 -73918.18 1300 -71 Max. My 4 -73962.47 -70 1299 Max. Vy 4 -1220.25 1300 -71 Max. Vx 4 -1217.06 -70 1299 Diagonal Max Tension 3 6316.66 0 0 Max. Compression 3 -4416.58 0 0 Max. Mx 3 -3546.98 29 -8 Max. My 3 -1179.61 27 -13 Max. Vy 3 23.54 29 -8 Max. Vx 3 9.32 27 -13 Horizontal Max Tension 3 379.20 0 0 Max. Compression 3 -625.89 11 -11 Max. Mx 4 374.53 -15 26 Max. My 4 373.98 -15 27 Max. Vy 4 15.40 0 0 Max. Vx 4 17.23 0 0 Redund Horz 1

Bracing Max Tension 3 1716.88 0 0

Max. Compression 3 -1716.88 0 0 Max. Mx 1 54.33 0 0 Max. My 4 -716.53 0 0 Max. Vy 1 -0.90 0 0 Max. Vx 4 -0.07 0 0 Redund Diag 1

Bracing Max Tension 3 1662.63 0 0

Max. Compression 3 -1662.63 0 0 Max. Mx 4 505.60 -1 0 Max. My 4 545.38 0 0 Max. Vy 4 1.49 0 0 Max. Vx 4 0.21 0 0 Redund Hip 1

Bracing Max Tension 3 12.96 0 0

Max. Compression 3 -28.82 0 0 Max. Mx 1 -3.06 0 0 Max. My 3 0.07 0 0 Max. Vy 1 1.27 0 0 Max. Vx 3 0.00 0 0

T14 85 - 80 Leg Max Tension 3 106191.33 -85 -85 Max. Compression 3 -113116.62 -388 -387 Max. Mx 4 -72489.17 1300 -68 Max. My 4 -72522.44 -66 1299

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RRIISSAATToowweerr Job

ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2

Page 43 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 13:26:36 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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 1277.15 1300 -68 Max. Vx 4 1277.98 -66 1299 Diagonal Max Tension 3 2919.96 0 0 Max. Compression 3 -2345.57 0 0 Max. Mx 3 -930.61 23 -11 Max. My 3 -1894.84 23 -11 Max. Vy 3 18.99 23 -11 Max. Vx 3 7.07 23 -11 Horizontal Max Tension 4 380.09 16 6 Max. Compression 3 -710.26 -2 -5 Max. Mx 4 379.19 16 6 Max. My 4 -584.43 -4 -12 Max. Vy 4 15.71 16 6 Max. Vx 4 6.83 -4 -12 Redund Horz 1

Bracing Max Tension 3 1701.29 0 0

Max. Compression 3 -1701.29 0 0 Max. Mx 1 64.37 0 0 Max. My 4 -1285.63 0 0 Max. Vy 1 1.11 0 0 Max. Vx 4 -0.08 0 0 Redund Diag 1

Bracing Max Tension 3 1435.74 0 0

Max. Compression 3 -1435.74 0 0 Max. Mx 4 313.97 -1 0 Max. My 3 1201.21 0 0 Max. Vy 4 1.80 0 0 Max. Vx 3 0.22 0 0 Redund Hip 1

Bracing Max Tension 3 12.02 0 0

Max. Compression 3 -19.83 0 0 Max. Mx 1 -4.10 -1 0 Max. My 3 -4.50 0 0 Max. Vy 1 -1.57 0 0 Max. Vx 3 0.00 0 0

T15 80 - 75 Leg Max Tension 3 101373.50 -326 -328 Max. Compression 3 -109929.90 -319 -321 Max. Mx 4 -70673.19 790 23 Max. My 4 -70698.97 23 790 Max. Vy 3 -820.82 -394 -393 Max. Vx 3 -815.27 -394 -393 Diagonal Max Tension 3 2225.45 0 0 Max. Compression 4 -1753.25 12 1 Max. Mx 3 -1109.76 20 -4 Max. My 3 -678.87 -15 5 Max. Vy 3 -16.77 20 -4 Max. Vx 3 3.45 0 0 Horizontal Max Tension 4 162.31 0 0 Max. Compression 3 -508.87 9 -5 Max. Mx 4 -338.11 10 -3 Max. My 4 162.22 -4 10 Max. Vy 4 12.98 10 -3 Max. Vx 4 4.89 0 0 Redund Horz 1

Bracing Max Tension 3 1653.36 0 0

Max. Compression 3 -1653.36 0 0 Max. Mx 1 71.04 -1 0 Max. My 1 71.04 0 0 Max. Vy 1 1.93 0 0 Max. Vx 1 -0.14 0 0 Redund Diag 1 Max Tension 3 1263.15 0 0

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RRIISSAATToowweerr Job

ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2

Page 44 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 13:26:36 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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 -1263.15 0 0 Max. Mx 4 503.45 -2 0 Max. My 4 382.75 0 0 Max. Vy 4 3.73 0 0 Max. Vx 4 0.41 0 0 Redund Hip 1

Bracing Max Tension 3 4.38 0 0

Max. Compression 3 -10.89 0 0 Max. Mx 1 -4.96 -1 0 Max. My 3 -7.54 0 0 Max. Vy 1 2.73 0 0 Max. Vx 3 0.00 0 0

T16 75 - 67.5 Leg Max Tension 3 98871.96 -451 -445 Max. Compression 3 -110893.58 434 433 Max. Mx 4 -70730.83 790 24 Max. My 4 -70749.73 24 790 Max. Vy 4 571.63 790 24 Max. Vx 4 572.54 24 790 Diagonal Max Tension 3 1478.88 0 0 Max. Compression 4 -469.75 14 1 Max. Mx 3 141.16 20 -5 Max. My 4 181.99 13 -6 Max. Vy 3 -14.80 20 -5 Max. Vx 3 3.50 18 -6 Horizontal Max Tension 3 136.21 0 0 Max. Compression 3 -509.53 7 -4 Max. Mx 4 135.40 9 8 Max. My 4 135.65 9 8 Max. Vy 4 13.74 9 8 Max. Vx 4 3.61 0 0 Redund Horz 1

Bracing Max Tension 3 1667.85 0 0

Max. Compression 3 -1667.85 0 0 Max. Mx 1 81.95 -1 0 Max. My 4 1073.06 0 0 Max. Vy 1 2.12 0 0 Max. Vx 4 -0.16 0 0 Redund Diag 1

Bracing Max Tension 3 1454.64 0 0

Max. Compression 3 -1454.64 0 0 Max. Mx 4 264.08 -2 0 Max. My 4 590.71 0 0 Max. Vy 4 3.47 0 0 Max. Vx 4 -0.42 0 0 Redund Hip 1

Bracing Max Tension 3 2.73 0 0

Max. Compression 3 -12.75 0 0 Max. Mx 1 -5.74 -2 0 Max. My 3 -7.70 0 0 Max. Vy 1 3.28 0 0 Max. Vx 3 0.00 0 0

T17 67.5 - 60 Leg Max Tension 3 99376.20 -356 -356 Max. Compression 3 -112207.28 362 361 Max. Mx 3 -111449.37 434 433 Max. My 3 -111449.37 434 433 Max. Vy 3 414.82 -313 -315 Max. Vx 3 414.88 -313 -315 Diagonal Max Tension 3 1033.89 27 5 Max. Compression 3 -1214.80 0 0 Max. Mx 3 314.82 32 -5

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RRIISSAATToowweerr Job

ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2

Page 45 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 13:26:36 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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 -854.12 6 -10 Max. Vy 3 -22.43 32 -5 Max. Vx 3 5.04 6 -10 Horizontal Max Tension 2 58.85 12 1 Max. Compression 3 -409.79 12 -5 Max. Mx 2 56.98 13 9 Max. My 4 57.28 13 9 Max. Vy 2 18.99 13 9 Max. Vx 4 3.74 0 0 Redund Horz 1

Bracing Max Tension 3 1687.61 0 0

Max. Compression 3 -1687.61 0 0 Max. Mx 1 95.74 -2 0 Max. My 4 1088.05 0 0 Max. Vy 1 3.75 0 0 Max. Vx 4 -0.28 0 0 Redund Diag 1

Bracing Max Tension 3 1320.77 0 0

Max. Compression 3 -1320.77 0 0 Max. Mx 4 261.29 -4 0 Max. My 4 362.57 0 0 Max. Vy 4 6.81 0 0 Max. Vx 4 0.75 0 0 Redund Hip 1

Bracing Max Tension 3 0.53 0 0

Max. Compression 3 -15.31 0 0 Max. Mx 1 -9.73 -2 0 Max. My 3 -13.44 0 0 Max. Vy 1 -3.61 0 0 Max. Vx 3 0.00 0 0

T18 60 - 50 Leg Max Tension 3 100953.77 -274 -273 Max. Compression 3 -116962.56 403 402 Max. Mx 4 -75948.68 502 31 Max. My 4 -75957.92 31 501 Max. Vy 3 -300.37 -293 -293 Max. Vx 3 -299.60 -293 -293 Diagonal Max Tension 3 1948.24 28 9 Max. Compression 2 -1824.08 0 0 Max. Mx 3 1392.99 34 -3 Max. My 2 -1534.42 -5 -13 Max. Vy 3 -22.05 34 -3 Max. Vx 4 -5.53 -5 12 Horizontal Max Tension 2 38.00 18 4 Max. Compression 3 -425.74 19 -3 Max. Mx 4 -227.51 20 -6 Max. My 3 -31.19 16 8 Max. Vy 4 23.01 20 -6 Max. Vx 3 3.31 0 0 Redund Horz 1

Bracing Max Tension 3 1759.13 0 0

Max. Compression 3 -1759.13 0 0 Max. Mx 1 115.82 -3 0 Max. My 4 -312.07 0 0 Max. Vy 1 5.87 0 0 Max. Vx 4 0.43 0 0 Redund Diag 1

Bracing Max Tension 3 1469.02 0 0

Max. Compression 3 -1469.02 0 0 Max. Mx 4 259.96 -7 0 Max. My 4 245.85 0 -1 Max. Vy 4 8.19 0 0

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RRIISSAATToowweerr Job

ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2

Page 46 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 13:26:36 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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 0.95 0 0 Redund Hip 1

Bracing Max Tension 1 0.00 0 0

Max. Compression 3 -16.34 0 0 Max. Mx 1 -11.28 -3 0 Max. My 3 -13.94 0 0 Max. Vy 1 4.30 0 0 Max. Vx 3 0.00 0 0

T19 50 - 40 Leg Max Tension 3 104730.12 -299 -298 Max. Compression 3 -122266.68 256 256 Max. Mx 4 -78884.28 502 31 Max. My 4 -78889.91 31 501 Max. Vy 3 296.37 -286 -286 Max. Vx 3 295.91 -286 -286 Diagonal Max Tension 2 2374.39 21 7 Max. Compression 2 -2731.09 0 0 Max. Mx 3 1426.51 32 2 Max. My 3 -2086.38 10 -13 Max. Vy 3 -23.14 27 -7 Max. Vx 3 5.38 10 -13 Horizontal Max Tension 2 35.35 25 -3 Max. Compression 3 -391.87 24 -3 Max. Mx 4 -23.82 28 10 Max. My 4 -23.75 28 11 Max. Vy 4 27.28 28 10 Max. Vx 4 3.79 0 0 Redund Horz 1

Bracing Max Tension 3 1838.91 0 0

Max. Compression 3 -1838.91 0 0 Max. Mx 1 134.90 -6 0 Max. My 4 1202.60 0 0 Max. Vy 1 10.84 0 0 Max. Vx 4 -0.80 0 0 Redund Diag 1

Bracing Max Tension 3 1394.06 0 0

Max. Compression 3 -1394.06 0 0 Max. Mx 4 156.07 -9 0 Max. My 4 259.59 0 -1 Max. Vy 4 9.56 0 0 Max. Vx 4 1.01 0 0 Redund Hip 1

Bracing Max Tension 1 0.00 0 0

Max. Compression 4 -15.50 0 0 Max. Mx 1 -13.15 -4 0 Max. My 3 -14.04 0 0 Max. Vy 1 -5.10 0 0 Max. Vx 3 -0.00 0 0

T20 40 - 30 Leg Max Tension 3 109577.20 -195 -195 Max. Compression 3 -129570.85 355 353 Max. Mx 4 -85509.33 479 -4 Max. My 4 -85512.47 -4 479 Max. Vy 4 -288.13 479 -4 Max. Vx 4 -287.96 -4 479 Diagonal Max Tension 2 2981.85 27 8 Max. Compression 2 -3061.58 0 0 Max. Mx 3 2218.50 33 6 Max. My 2 -2594.12 4 -18 Max. Vy 3 -25.02 28 -12 Max. Vx 2 -6.87 3 18 Horizontal Max Tension 2 16.81 33 6 Max. Compression 3 -373.69 35 -1

Page 283: ESTACIÓN AZALEA - rtvc-assets-sistemasenalcolombia.gov.co ...rtvc-assets-sistemasenalcolombia.gov.co.s3.amazonaws.com/images... · ˜ Cimentación Tipo DADO sobre CAISSON 6.4. Interacción

RRIISSAATToowweerr Job

ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2

Page 47 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 13:26:36 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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 4 -202.59 35 -6 Max. My 4 -202.52 35 -7 Max. Vy 4 31.16 35 -6 Max. Vx 4 3.13 35 -7 Redund Horz 1

Bracing Max Tension 3 1948.76 0 0

Max. Compression 3 -1948.76 0 0 Max. Mx 1 158.32 -7 0 Max. My 2 1278.78 0 1 Max. Vy 1 10.21 0 0 Max. Vx 2 -0.75 0 0 Redund Diag 1

Bracing Max Tension 3 1374.54 0 0

Max. Compression 3 -1374.54 0 0 Max. Mx 4 179.76 -15 0 Max. My 3 109.72 0 1 Max. Vy 4 15.89 0 0 Max. Vx 3 -1.56 0 0 Redund Hip 1

Bracing Max Tension 1 0.00 0 0

Max. Compression 3 -21.21 0 0 Max. Mx 1 -15.02 -6 0 Max. My 4 -18.96 0 0 Max. Vy 1 5.89 0 0 Max. Vx 4 0.00 0 0

T21 30 - 20 Leg Max Tension 3 114434.25 -244 -242 Max. Compression 3 -136543.97 151 149 Max. Mx 4 -89764.98 479 -4 Max. My 4 -89766.22 -4 479 Max. Vy 3 257.57 -248 -248 Max. Vx 3 257.12 -248 -248 Diagonal Max Tension 2 3429.74 0 0 Max. Compression 2 -3602.99 0 0 Max. Mx 3 2279.23 33 10 Max. My 3 -2710.42 16 -19 Max. Vy 3 -27.08 29 -10 Max. Vx 2 -6.70 7 18 Horizontal Max Tension 1 0.00 0 0 Max. Compression 3 -333.20 42 -2 Max. Mx 4 -8.63 46 10 Max. My 4 -8.56 46 10 Max. Vy 4 -35.44 46 10 Max. Vx 4 3.69 0 0 Redund Horz 1

Bracing Max Tension 3 2053.64 0 0

Max. Compression 3 -2053.64 0 0 Max. Mx 1 178.60 -5 0 Max. My 4 -199.99 0 0 Max. Vy 1 6.69 0 0 Max. Vx 4 -0.49 0 0 Redund Diag 1

Bracing Max Tension 3 1370.97 0 0

Max. Compression 3 -1370.97 0 0 Max. Mx 4 83.63 -10 0 Max. My 4 163.91 0 -1 Max. Vy 4 9.69 0 0 Max. Vx 4 0.91 0 0 Redund Hip 1

Bracing Max Tension 1 0.00 0 0

Max. Compression 3 -18.57 0 0 Max. Mx 1 -15.04 -7 0

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ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2

Page 48 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 13:26:36 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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 -11.36 0 0 Max. Vy 1 6.69 0 0 Max. Vx 4 0.00 0 0

T22 20 - 10 Leg Max Tension 3 117094.29 -86 -86 Max. Compression 3 -141404.27 30 28 Max. Mx 4 -94521.99 504 72 Max. My 4 -94525.05 75 501 Max. Vy 3 -414.85 -378 -373 Max. Vx 4 -411.54 75 501 Diagonal Max Tension 2 5079.35 20 15 Max. Compression 4 -5557.90 0 0 Max. Mx 3 -4060.15 -63 66 Max. My 3 -4362.94 -63 66 Max. Vy 3 41.21 7 -4 Max. Vx 3 -30.14 7 -4 Top Girt Max Tension 2 3053.76 17 3 Max. Compression 2 -3135.27 17 -11 Max. Mx 4 -43.93 30 -16 Max. My 4 -43.93 30 -16 Max. Vy 3 26.10 27 -15 Max. Vx 3 7.36 27 -15 Redund Horz 1

Bracing Max Tension 3 2126.74 0 0

Max. Compression 3 -2126.74 0 0 Max. Mx 5 -74.71 -1 0 Max. My 3 310.51 0 0 Max. Vy 5 2.00 0 0 Max. Vx 3 -0.15 0 0 Redund Horz 2

Bracing Max Tension 3 2126.74 0 0

Max. Compression 3 -2126.74 0 0 Max. Mx 1 205.54 -6 0 Max. My 3 -334.64 0 0 Max. Vy 1 9.82 0 0 Max. Vx 3 -0.72 0 0 Redund Horz 3

Bracing Max Tension 3 2126.74 0 0

Max. Compression 3 -2126.74 0 0 Max. Mx 1 205.54 -26 0 Max. My 2 -216.07 0 2 Max. Vy 1 26.12 0 0 Max. Vx 2 -1.92 0 0 Redund Horz 4

Bracing Max Tension 3 2126.74 0 0

Max. Compression 3 -2126.74 0 0 Max. Mx 1 205.54 -42 0 Max. My 2 -77.36 0 3 Max. Vy 1 -32.02 0 0 Max. Vx 2 -2.35 0 0 Redund Diag 1

Bracing Max Tension 3 1884.50 0 0

Max. Compression 3 -1884.50 0 0 Max. Mx 4 1260.49 -2 0 Max. My 4 548.60 0 0 Max. Vy 4 3.44 0 0 Max. Vx 4 0.51 0 0 Redund Diag 2

Bracing Max Tension 3 1293.23 0 0

Max. Compression 3 -1293.23 0 0 Max. Mx 4 865.01 -7 0 Max. My 4 210.12 0 1

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ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2

Page 49 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 13:26:36 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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 9.28 0 0 Max. Vx 4 -0.88 0 0 Redund Diag 3

Bracing Max Tension 3 1159.01 0 0

Max. Compression 3 -1159.01 0 0 Max. Mx 3 1159.01 -18 0 Max. My 3 395.88 0 2 Max. Vy 3 17.18 0 0 Max. Vx 3 -1.43 0 0 Redund Diag 4

Bracing Max Tension 3 1288.48 0 0

Max. Compression 3 -1288.48 0 0 Max. Mx 3 -428.82 -15 0 Max. My 3 -419.55 0 -1 Max. Vy 3 15.54 0 0 Max. Vx 3 1.33 0 0 Redund Hip 1

Bracing Max Tension 3 58.03 0 0

Max. Compression 3 -78.19 0 0 Max. Mx 1 0.28 -1 0 Max. My 3 -8.47 0 0 Max. Vy 1 2.83 0 0 Max. Vx 3 -0.00 0 0 Redund Hip 2

Bracing Max Tension 1 0.00 0 0

Max. Compression 4 -19.74 0 0 Max. Mx 1 -8.22 -5 0 Max. Vy 1 5.67 0 0 Max. Vx 3 -0.00 0 0 Redund Hip 3

Bracing Max Tension 3 14.90 0 0

Max. Compression 3 -37.98 0 0 Max. Mx 1 -8.21 -12 0 Max. Vy 1 8.50 0 0 Max. Vx 3 0.00 0 0 Redund Hip 4

Bracing Max Tension 1 0.00 0 0

Max. Compression 3 -11.44 0 0 Max. Mx 1 -9.72 -21 0 Max. Vy 1 11.34 0 0 Max. Vx 3 0.00 0 0 Redund Hip

Diagonal Bracing Max Tension 2 51.74 0 0

Max. Compression 3 -58.79 0 0 Max. Mx 3 -2.74 -52 0 Max. My 3 -14.09 0 0 Max. Vy 3 -23.98 0 0 Max. Vx 3 -0.00 0 0 Inner Bracing Max Tension 3 253.56 0 0 Max. Compression 3 -277.38 0 0 Max. Mx 1 2.00 -195 0 Max. My 1 2.83 0 24 Max. Vy 1 59.59 0 0 Max. Vx 1 -21.07 0 0

T23 10 - 0 Leg Max Tension 3 120977.62 -287 -287 Max. Compression 3 -150561.23 0 0 Max. Mx 4 -99772.29 504 71 Max. My 4 -99773.86 74 501 Max. Vy 4 295.59 504 71 Max. Vx 4 294.05 74 501 Diagonal Max Tension 2 5772.70 19 14

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ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2

Page 50 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 13:26:36 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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 4 -6292.37 0 0 Max. Mx 3 -4672.62 -58 62 Max. My 3 -4622.26 -58 62 Max. Vy 3 40.52 9 -6 Max. Vx 3 -28.18 9 -6 Top Girt Max Tension 4 3684.57 20 3 Max. Compression 2 -3831.86 21 -15 Max. Mx 4 -205.00 31 -17 Max. My 4 -205.00 31 -17 Max. Vy 3 27.82 29 -17 Max. Vx 2 -9.44 21 -15 Redund Horz 1

Bracing Max Tension 3 2264.46 0 0

Max. Compression 3 -2264.46 0 0 Max. Mx 5 -32.93 -1 0 Max. My 4 1525.42 0 0 Max. Vy 5 2.22 0 0 Max. Vx 4 -0.16 0 0 Redund Horz 2

Bracing Max Tension 3 2264.46 0 0

Max. Compression 3 -2264.46 0 0 Max. Mx 1 241.61 -8 0 Max. My 3 -275.09 0 1 Max. Vy 1 10.92 0 0 Max. Vx 3 -0.80 0 0 Redund Horz 3

Bracing Max Tension 3 2264.46 0 0

Max. Compression 3 -2264.46 0 0 Max. Mx 1 241.61 -32 0 Max. My 2 -144.41 0 2 Max. Vy 1 29.06 0 0 Max. Vx 2 -2.13 0 0 Redund Horz 4

Bracing Max Tension 3 2264.46 0 0

Max. Compression 3 -2264.46 0 0 Max. Mx 1 241.61 -52 0 Max. My 4 1525.42 0 4 Max. Vy 1 35.62 0 0 Max. Vx 4 -2.61 0 0 Redund Diag 1

Bracing Max Tension 3 1863.89 0 0

Max. Compression 3 -1863.89 0 0 Max. Mx 2 1249.43 -2 0 Max. My 2 292.83 0 0 Max. Vy 2 3.87 0 0 Max. Vx 2 -0.52 0 0 Redund Diag 2

Bracing Max Tension 3 1328.64 0 0

Max. Compression 3 -1328.64 0 0 Max. Mx 3 1328.64 -9 0 Max. My 3 258.35 0 1 Max. Vy 3 10.38 0 0 Max. Vx 3 -0.94 0 0 Redund Diag 3

Bracing Max Tension 3 1211.61 0 0

Max. Compression 3 -1211.61 0 0 Max. Mx 3 1211.61 -22 0 Max. My 3 326.46 0 -2 Max. Vy 3 19.17 0 0 Max. Vx 3 1.56 0 0 Redund Diag 4 Max Tension 3 1333.28 0 0

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ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2

Page 51 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 13:26:36 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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 -1333.28 0 0 Max. Mx 3 -508.66 -18 0 Max. My 3 -496.96 0 -2 Max. Vy 3 17.20 0 0 Max. Vx 3 1.44 0 0 Redund Hip 1

Bracing Max Tension 3 50.69 0 0

Max. Compression 3 -71.67 0 0 Max. Mx 1 -0.01 -2 0 Max. Vy 1 3.15 0 0 Max. Vx 3 -0.00 0 0 Redund Hip 2

Bracing Max Tension 1 0.00 0 0

Max. Compression 4 -19.38 0 0 Max. Mx 1 -8.66 -6 0 Max. Vy 1 6.31 0 0 Max. Vx 4 0.00 0 0 Redund Hip 3

Bracing Max Tension 3 14.41 0 0

Max. Compression 3 -36.63 0 0 Max. Mx 1 -9.04 -15 0 Max. Vy 1 9.46 0 0 Max. Vx 3 0.00 0 0 Redund Hip 4

Bracing Max Tension 1 0.00 0 0

Max. Compression 2 -12.52 0 0 Max. Mx 1 -10.38 -26 0 Max. Vy 1 12.61 0 0 Max. Vx 3 0.00 0 0 Redund Hip

Diagonal Bracing Max Tension 2 49.33 0 0

Max. Compression 3 -54.21 0 0 Max. Mx 3 8.81 -64 0 Max. My 3 -14.41 0 0 Max. Vy 3 26.65 0 0 Max. Vx 3 0.00 0 0 Inner Bracing Max Tension 2 81.29 0 0 Max. Compression 3 -85.88 0 0 Max. Mx 1 1.84 -241 0 Max. My 1 3.00 0 30 Max. Vy 1 66.28 0 0 Max. Vx 1 -23.43 0 0

Maximum Reactions

Location Condition Gov. Load

Comb.

Vertical kg

Horizontal, X kg

Horizontal, Z kg

Leg D Max. Vert 1 16727.34 1477.59 -1452.41 Max. Hx 1 16727.34 1477.59 -1452.41 Max. Hz 3 -124770.40 -12105.20 12148.53 Min. Vert 3 -124770.40 -12105.20 12148.53 Min. Hx 3 -124770.40 -12105.20 12148.53 Min. Hz 1 16727.34 1477.59 -1452.41

Leg C Max. Vert 4 106112.88 -12169.37 -8069.49 Max. Hx 2 -72183.33 5097.60 9276.60

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ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2

Page 52 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 13:26:36 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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

Max. Hz 2 -72183.33 5097.60 9276.60 Min. Vert 2 -72183.33 5097.60 9276.60 Min. Hx 4 106112.88 -12169.37 -8069.49 Min. Hz 4 106112.88 -12169.37 -8069.49

Leg B Max. Vert 3 156985.80 -14954.71 14926.03 Max. Hx 1 16749.43 -1477.19 1454.42 Max. Hz 3 156985.80 -14954.71 14926.03 Min. Vert 1 16749.43 -1477.19 1454.42 Min. Hx 3 156985.80 -14954.71 14926.03 Min. Hz 1 16749.43 -1477.19 1454.42

Leg A Max. Vert 2 105632.02 8049.39 12126.72 Max. Hx 2 105632.02 8049.39 12126.72 Max. Hz 2 105632.02 8049.39 12126.72 Min. Vert 4 -72636.11 -9284.11 -5144.14 Min. Hx 4 -72636.11 -9284.11 -5144.14 Min. Hz 4 -72636.11 -9284.11 -5144.14

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 66953.49 -0.05 -0.01 80 -434 0Dead+Wind 0 deg - No Ice 66953.36 -0.07 -42811.04 -2847259 -436 -271Dead+Wind 45 deg - No Ice 66953.40 33334.55 -33267.41 -2250279 -2260638 -386Dead+Wind 90 deg - No Ice 66953.36 42905.89 0.01 76 -2861695 -275Dead+Wind 0 deg - Service 66953.49 -0.01 -10702.41 -711747 -448 -68Dead+Wind 45 deg - Service 66953.49 8332.47 -8315.72 -562384 -565372 -97Dead+Wind 90 deg - Service 66953.49 10726.10 -0.00 82 -715755 -69

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 -66953.50 0.00 0.05 66953.49 0.01 0.000% 2 0.00 -66953.50 -42816.87 0.07 66953.36 42811.04 0.007% 3 33335.93 -66953.50 -33268.81 -33334.55 66953.40 33267.41 0.002% 4 42911.79 -66953.50 0.00 -42905.89 66953.36 -0.01 0.007% 5 0.00 -66953.50 -10704.22 0.01 66953.49 10702.41 0.003% 6 8333.98 -66953.50 -8317.20 -8332.47 66953.49 8315.72 0.003% 7 10727.95 -66953.50 0.00 -10726.10 66953.49 0.00 0.003%

Non-Linear Convergence Results

Load Combination

Converged? Number of Cycles

Displacement Tolerance

Force Tolerance

1 Yes 6 0.00000001 0.00000821 2 Yes 24 0.00010672 0.00012325 3 Yes 34 0.00014196 0.00011995

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ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2

Page 53 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 13:26:36 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

Designed by Ing. Jaime Gutierrez C.

4 Yes 24 0.00010342 0.00012158 5 Yes 23 0.00012796 0.00013720 6 Yes 23 0.00013183 0.00014402 7 Yes 23 0.00012793 0.00013801

Maximum Tower Deflections - Service Wind

Section No.

Elevation

m

Horz. Deflection

mm

Gov. Load

Comb.

Tilt °

Twist °

T1 154 - 150 669.81 6 0.7895 0.0240 T2 150 - 144 614.65 6 0.7877 0.0232 T3 144 - 138 532.87 6 0.7612 0.0192 T4 138 - 132 454.79 6 0.7136 0.0141 T5 132 - 126 383.91 6 0.6218 0.0104 T6 126 - 120 322.18 6 0.5385 0.0068 T7 120 - 115 271.09 6 0.4188 0.0041 T8 115 - 110 239.51 6 0.3442 0.0031 T9 110 - 105 209.65 6 0.3209 0.0026

T10 105 - 100 181.84 6 0.2970 0.0022 T11 100 - 95 156.28 6 0.2678 0.0017 T12 95 - 90 133.11 6 0.2384 0.0013 T13 90 - 85 112.53 6 0.2076 0.0009 T14 85 - 80 96.51 6 0.1704 0.0006 T15 80 - 75 82.74 6 0.1483 0.0004 T16 75 - 67.5 70.89 6 0.1257 0.0003 T17 67.5 - 60 55.92 6 0.1012 0.0002 T18 60 - 50 43.51 6 0.0856 0.0001 T19 50 - 40 29.74 6 0.0668 0.0001 T20 40 - 30 18.77 6 0.0519 0.0000 T21 30 - 20 10.32 6 0.0369 0.0000 T22 20 - 10 4.17 6 0.0245 0.0000 T23 10 - 0 1.13 6 0.0119 0.0000

Critical Deflections and Radius of Curvature - Service Wind

Elevation

m

Appurtenance Gov. Load

Comb.

Deflection

mm

Tilt °

Twist °

Radius of Curvature

m 154.000 RYMSA UHF/AT15-250 PANEL 6 669.81 0.7895 0.0240 144117 153.500 RYMSA UHF/AT15-250 PANEL 6 662.91 0.7897 0.0239 144117 153.000 RYMSA UHF/AT15-250 PANEL 6 656.01 0.7898 0.0238 144117 152.500 RYMSA UHF/AT15-250 PANEL 6 649.11 0.7899 0.0238 144117 152.000 RYMSA UHF/AT15-250 PANEL 6 642.21 0.7898 0.0237 109817 151.500 RYMSA UHF/AT15-250 PANEL 6 635.32 0.7896 0.0236 87853 151.000 RYMSA UHF/AT15-250 PANEL 6 628.42 0.7892 0.0235 72736 150.500 RYMSA UHF/AT15-250 PANEL 6 621.54 0.7886 0.0234 60233 150.000 RYMSA UHF/AT15-250 PANEL 6 614.65 0.7877 0.0232 48996 149.500 RYMSA UHF/AT15-250 PANEL 6 607.77 0.7866 0.0230 39244 149.000 RYMSA UHF/AT15-250 PANEL 6 600.90 0.7851 0.0228 31739 148.500 RYMSA UHF/AT15-250 PANEL 6 594.03 0.7835 0.0225 26302 148.000 RYMSA UHF/AT15-250 PANEL 6 587.18 0.7816 0.0222 22410 147.500 RYMSA UHF/AT15-250 PANEL 6 580.33 0.7795 0.0219 19522 147.000 RYMSA UHF/AT15-250 PANEL 6 573.50 0.7772 0.0216 17293 146.500 RYMSA UHF/AT15-250 PANEL 6 566.68 0.7747 0.0212 15521 146.000 RYMSA UHF/AT15-250 PANEL 6 559.88 0.7722 0.0208 14078

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ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2

Page 54 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 13:26:36 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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 145.500 RYMSA UHF/AT15-250 PANEL 6 553.10 0.7695 0.0204 12881 145.000 RYMSA UHF/AT15-250 PANEL 6 546.33 0.7668 0.0200 11863 144.500 RYMSA UHF/AT15-250 PANEL 6 539.59 0.7640 0.0196 10959 144.000 ANTENA VHF BAND III 4 DIPO

AT13-240 6 532.87 0.7612 0.0192 10122

142.600 ANTENA VHF BAND III 4 DIPO AT13-240

6 514.19 0.7530 0.0180 8107

141.200 ANTENA VHF BAND III 4 DIPO AT13-240

6 495.75 0.7438 0.0168 6699

141.100 ANTENA VHF BAND III 4 DIPO AT13-240

6 494.45 0.7431 0.0167 6617

139.700 ANTENA VHF BAND III 4 DIPO AT13-240

6 476.32 0.7317 0.0155 5649

138.300 ANTENA VHF BAND III 4 DIPO AT13-240

6 458.55 0.7172 0.0144 4955

138.200 ANTENA VHF BAND III 4 DIPO AT13-240

6 457.29 0.7160 0.0143 4917

136.800 ANTENA VHF BAND III 4 DIPO AT13-240

6 439.94 0.6973 0.0133 4534

135.400 ANTENA VHF BAND III 4 DIPO AT13-240

6 423.03 0.6758 0.0124 4261

135.300 ANTENA VHF BAND III 4 DIPO AT13-240

6 421.84 0.6742 0.0123 4243

133.900 ANTENA VHF BAND III 4 DIPO AT13-240

6 405.41 0.6514 0.0115 4004

132.500 ANTENA VHF BAND III 4 DIPO AT13-240

6 389.48 0.6292 0.0107 3807

132.400 ANTENA VHF BAND III 4 DIPO AT13-240

6 388.36 0.6277 0.0106 3798

131.000 ANTENA VHF BAND III 4 DIPO AT13-240

6 372.98 0.6078 0.0098 3791

129.600 ANTENA VHF BAND III 4 DIPO AT13-240

6 358.12 0.5896 0.0089 3890

129.500 ANTENA VHF BAND III 4 DIPO AT13-240

6 357.07 0.5883 0.0088 3897

128.100 ANTENA VHF BAND III 4 DIPO AT13-240

6 342.75 0.5700 0.0080 4004

126.700 ANTENA VHF BAND III 4 DIPO AT13-240

6 328.92 0.5498 0.0072 4079

126.600 ANTENA VHF BAND III 4 DIPO AT13-240

6 327.95 0.5483 0.0071 4072

125.200 ANTENA VHF BAND III 4 DIPO AT13-240

6 314.63 0.5244 0.0063 3544

123.800 ANTENA VHF BAND III 4 DIPO AT13-240

6 301.86 0.4972 0.0056 2835

123.700 ANTENA VHF BAND III 4 DIPO AT13-240

6 300.97 0.4951 0.0056 2794

122.300 ANTENA VHF BAND III 4 DIPO AT13-240

6 288.95 0.4660 0.0049 2326

120.900 ANTENA VHF BAND III 4 DIPO AT13-240

6 277.77 0.4369 0.0044 2004

115.000 PANEL FM KATHREIN 6 239.51 0.3442 0.0031 42864 113.550 PANEL FM KATHREIN 6 230.81 0.3340 0.0030 95309 112.100 PANEL FM KATHREIN 6 222.09 0.3276 0.0028 23385 111.800 PANEL FM KATHREIN 6 220.29 0.3266 0.0028 18594 110.350 PANEL FM KATHREIN 6 211.69 0.3220 0.0026 9824 108.900 PANEL FM KATHREIN 6 203.31 0.3167 0.0025 9064 108.600 PANEL FM KATHREIN 6 201.61 0.3154 0.0025 9257 107.150 PANEL FM KATHREIN 6 193.50 0.3086 0.0024 10446 105.700 PANEL FM KATHREIN 6 185.59 0.3009 0.0022 11901

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ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2

Page 55 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 13:26:36 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

Designed by Ing. Jaime Gutierrez C.

Maximum Tower Deflections - Design Wind

Section No.

Elevation

m

Horz. Deflection

mm

Gov. Load

Comb.

Tilt °

Twist °

T1 154 - 150 2704.25 3 3.1880 0.0968 T2 150 - 144 2481.66 3 3.1814 0.0937 T3 144 - 138 2151.28 3 3.0823 0.0778 T4 138 - 132 1834.76 3 2.9010 0.0574 T5 132 - 126 1545.89 3 2.5427 0.0422 T6 126 - 120 1293.09 3 2.2055 0.0277 T7 120 - 115 1084.16 3 1.7005 0.0169 T8 115 - 110 958.00 3 1.3781 0.0128 T9 110 - 105 838.46 3 1.2837 0.0106

T10 105 - 100 727.25 3 1.1878 0.0088 T11 100 - 95 625.04 3 1.0709 0.0071 T12 95 - 90 532.46 3 0.9530 0.0053 T13 90 - 85 450.17 3 0.8301 0.0036 T14 85 - 80 386.08 3 0.6813 0.0024 T15 80 - 75 330.98 3 0.5932 0.0018 T16 75 - 67.5 283.60 3 0.5025 0.0014 T17 67.5 - 60 223.72 3 0.4048 0.0009 T18 60 - 50 174.08 3 0.3422 0.0006 T19 50 - 40 118.96 3 0.2671 0.0004 T20 40 - 30 75.08 3 0.2077 0.0003 T21 30 - 20 41.31 3 0.1477 0.0002 T22 20 - 10 16.69 3 0.0980 0.0001 T23 10 - 0 4.54 3 0.0475 0.0000

Critical Deflections and Radius of Curvature - Design Wind

Elevation

m

Appurtenance Gov. Load

Comb.

Deflection

mm

Tilt °

Twist °

Radius of Curvature

m 154.000 RYMSA UHF/AT15-250 PANEL 3 2704.25 3.1880 0.0968 38609 153.500 RYMSA UHF/AT15-250 PANEL 3 2676.40 3.1886 0.0966 38609 153.000 RYMSA UHF/AT15-250 PANEL 3 2648.56 3.1891 0.0964 38609 152.500 RYMSA UHF/AT15-250 PANEL 3 2620.72 3.1893 0.0961 38609 152.000 RYMSA UHF/AT15-250 PANEL 3 2592.89 3.1891 0.0958 29420 151.500 RYMSA UHF/AT15-250 PANEL 3 2565.06 3.1884 0.0954 23536 151.000 RYMSA UHF/AT15-250 PANEL 3 2537.25 3.1869 0.0950 19484 150.500 RYMSA UHF/AT15-250 PANEL 3 2509.45 3.1846 0.0944 16126 150.000 RYMSA UHF/AT15-250 PANEL 3 2481.66 3.1814 0.0937 13104 149.500 RYMSA UHF/AT15-250 PANEL 3 2453.89 3.1771 0.0929 10481 149.000 RYMSA UHF/AT15-250 PANEL 3 2426.15 3.1718 0.0920 8466 148.500 RYMSA UHF/AT15-250 PANEL 3 2398.43 3.1655 0.0910 7009 148.000 RYMSA UHF/AT15-250 PANEL 3 2370.75 3.1584 0.0898 5967 147.500 RYMSA UHF/AT15-250 PANEL 3 2343.10 3.1506 0.0886 5195 147.000 RYMSA UHF/AT15-250 PANEL 3 2315.51 3.1421 0.0872 4600 146.500 RYMSA UHF/AT15-250 PANEL 3 2287.97 3.1330 0.0858 4127 146.000 RYMSA UHF/AT15-250 PANEL 3 2260.49 3.1235 0.0843 3743 145.500 RYMSA UHF/AT15-250 PANEL 3 2233.07 3.1136 0.0827 3424 145.000 RYMSA UHF/AT15-250 PANEL 3 2205.73 3.1033 0.0811 3153 144.500 RYMSA UHF/AT15-250 PANEL 3 2178.46 3.0929 0.0795 2915 144.000 ANTENA VHF BAND III 4 DIPO 3 2151.28 3.0823 0.0778 2699

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ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2

Page 56 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 13:26:36 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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 AT13-240

142.600 ANTENA VHF BAND III 4 DIPO AT13-240

3 2075.69 3.0518 0.0729 2168

141.200 ANTENA VHF BAND III 4 DIPO AT13-240

3 2001.00 3.0171 0.0680 1780

141.100 ANTENA VHF BAND III 4 DIPO AT13-240

3 1995.70 3.0144 0.0676 1757

139.700 ANTENA VHF BAND III 4 DIPO AT13-240

3 1922.21 2.9708 0.0628 1493

138.300 ANTENA VHF BAND III 4 DIPO AT13-240

3 1850.03 2.9150 0.0583 1303

138.200 ANTENA VHF BAND III 4 DIPO AT13-240

3 1844.93 2.9104 0.0580 1293

136.800 ANTENA VHF BAND III 4 DIPO AT13-240

3 1774.38 2.8381 0.0540 1182

135.400 ANTENA VHF BAND III 4 DIPO AT13-240

3 1705.50 2.7543 0.0504 1100

135.300 ANTENA VHF BAND III 4 DIPO AT13-240

3 1700.64 2.7480 0.0501 1094

133.900 ANTENA VHF BAND III 4 DIPO AT13-240

3 1633.68 2.6591 0.0467 1024

132.500 ANTENA VHF BAND III 4 DIPO AT13-240

3 1568.63 2.5720 0.0434 966

132.400 ANTENA VHF BAND III 4 DIPO AT13-240

3 1564.06 2.5661 0.0432 964

131.000 ANTENA VHF BAND III 4 DIPO AT13-240

3 1501.20 2.4875 0.0398 959

129.600 ANTENA VHF BAND III 4 DIPO AT13-240

3 1440.39 2.4146 0.0363 982

129.500 ANTENA VHF BAND III 4 DIPO AT13-240

3 1436.13 2.4094 0.0361 984

128.100 ANTENA VHF BAND III 4 DIPO AT13-240

3 1377.46 2.3351 0.0327 1010

126.700 ANTENA VHF BAND III 4 DIPO AT13-240

3 1320.74 2.2522 0.0293 1026

126.600 ANTENA VHF BAND III 4 DIPO AT13-240

3 1316.76 2.2458 0.0291 1023

125.200 ANTENA VHF BAND III 4 DIPO AT13-240

3 1262.09 2.1467 0.0260 865

123.800 ANTENA VHF BAND III 4 DIPO AT13-240

3 1209.68 2.0327 0.0231 670

123.700 ANTENA VHF BAND III 4 DIPO AT13-240

3 1206.04 2.0242 0.0229 659

122.300 ANTENA VHF BAND III 4 DIPO AT13-240

3 1156.80 1.9015 0.0203 537

120.900 ANTENA VHF BAND III 4 DIPO AT13-240

3 1111.22 1.7776 0.0181 456

115.000 PANEL FM KATHREIN 3 958.00 1.3781 0.0128 6464 113.550 PANEL FM KATHREIN 3 923.27 1.3349 0.0121 10778 112.100 PANEL FM KATHREIN 3 888.34 1.3095 0.0114 6483 111.800 PANEL FM KATHREIN 3 881.13 1.3056 0.0113 4913 110.350 PANEL FM KATHREIN 3 846.66 1.2882 0.0107 2355 108.900 PANEL FM KATHREIN 3 813.08 1.2672 0.0102 2163 108.600 PANEL FM KATHREIN 3 806.25 1.2621 0.0101 2216 107.150 PANEL FM KATHREIN 3 773.84 1.2345 0.0096 2551 105.700 PANEL FM KATHREIN 3 742.24 1.2035 0.0091 2981

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ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2

Page 57 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 13:26:36 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

Designed by Ing. Jaime Gutierrez C.

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 154 Leg A325X 16 8 7.57 5528.16 0.001 1.333 Bearing

Diagonal A325X 16 2 258.50 4146.12 0.062 1.333 Member Bearing

Horizontal A325X 13 1 72.83 1596.06 0.046 1.333 Member Bearing

Top Girt A325X 16 1 43.74 2694.43 0.016 1.333 Member Block Shear

T2 150 Leg A325X 16 12 348.53 5528.16 0.063 1.333 Bearing

Diagonal A325X 16 2 680.81 4146.12 0.164 1.333 Member Bearing

Horizontal A325X 13 1 68.05 1596.06 0.043 1.333 Member Bearing

T3 144 Leg A325X 16 12 1723.52 8292.26 0.208 1.333 Bearing

Diagonal A325X 16 2 875.98 4146.12 0.211 1.333 Member Bearing

Horizontal A325X 16 1 138.74 1796.29 0.077 1.333 Member Block Shear

T4 138 Leg A325X 16 12 3652.05 8292.26 0.440 1.333 Bearing

Diagonal A325X 16 2 1184.27 4146.12 0.286 1.333 Member Bearing

Horizontal A325X 16 1 229.35 1796.29 0.128 1.333 Member Block Shear

T5 132 Leg A325X 16 12 6395.38 8349.64 0.766 1.333 Bolt DS

Diagonal A325X 16 2 1540.50 4146.12 0.372 1.333 Member Bearing

Horizontal A325X 16 1 630.33 1796.29 0.351 1.333 Member Block Shear

T6 126 Leg A325X 16 12 9785.89 8349.64 1.172 1.333 Bolt DS

Diagonal A325X 16 2 3124.07 4174.81 0.748 1.333 Bolt Shear

Horizontal A325X 16 1 869.26 1796.29 0.484 1.333 Member Block Shear

T7 120 Leg A325X 16 12 11062.53 8349.64 1.325 1.333 Bolt DS

Diagonal A325X 16 2 6156.34 4174.81 1.475 1.333 Bolt Shear Horizontal A325X 16 1 827.27 4146.12 0.200 1.333 Member Bearing

Top Girt A325X 16 2 2391.55 4146.12 0.577 1.333 Member Bearing

T8 115 Leg A325X 16 12 8542.69 8349.64 1.023 1.333 Bolt DS

Diagonal A325X 16 2 2508.46 4174.81 0.601 1.333 Bolt Shear

Horizontal A325X 16 1 241.42 2694.43 0.090 1.333 Member Block Shear

Top Girt A325X 16 2 1631.34 4174.81 0.391 1.333 Bolt Shear

T9 110 Leg A325X 19 16 8054.08 12023.47 0.670 1.333 Bolt DS

Diagonal A325X 16 2 2696.81 4174.81 0.646 1.333 Bolt Shear

Horizontal A325X 16 1 316.15 1796.29 0.176 1.333 Member Block Shear

T10 105 Leg A325X 19 16 9817.28 12023.47 0.817 1.333 Bolt DS

Diagonal A325X 16 2 3082.90 4174.81 0.738 1.333 Bolt Shear

Horizontal A325X 16 1 606.67 4146.12 0.146 1.333 Member Bearing

T11 100 Leg A325X 22 16 11669.57 16357.91 0.713 1.333 Bolt DS

Diagonal A325X 16 2 3676.84 4174.81 0.881 1.333 Bolt Shear

Horizontal A325X 16 1 620.48 4146.12 0.150 1.333 Member Bearing

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ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2

Page 58 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 13:26:36 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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

T12 95 Leg A325X 22 16 12497.29 11606.52 1.077 1.333 Bearing

Diagonal A325X 16 2 7262.29 4174.81 1.740 1.333 Bolt Shear Horizontal A325X 16 1 457.60 4174.81 0.110 1.333 Bolt Shear

Top Girt A325X 16 2 2575.41 4174.81 0.617 1.333 Bolt Shear

T13 90 Leg A325X 22 16 14269.11 11606.52 1.229 1.333 Bearing

Diagonal A325X 16 2 3158.33 4174.81 0.757 1.333 Bolt Shear

Horizontal A325X 16 1 625.89 4174.81 0.150 1.333 Bolt Shear

T14 85 Leg A325X 22 16 14014.78 11606.52 1.207 1.333 Bearing

Diagonal A325X 16 2 1459.98 4174.81 0.350 1.333 Bolt Shear

Horizontal A325X 16 2 355.13 4174.81 0.085 1.333 Bolt Shear

T15 80 Leg A325X 22 18 12214.43 11606.52 1.052 1.333 Bearing

Diagonal A325X 16 2 1112.72 4174.81 0.267 1.333 Bolt Shear

Horizontal A325X 16 2 254.43 4174.81 0.061 1.333 Bolt Shear

T16 75 Leg A325X 22 24 9192.96 11606.52 0.792 1.333 Bearing

Diagonal A325X 16 2 739.44 4174.81 0.177 1.333 Bolt Shear

Horizontal A325X 16 2 254.77 4174.81 0.061 1.333 Bolt Shear

T17 67.5 Leg A325X 22 32 6974.53 15475.35 0.451 1.333 Bearing

Diagonal A325X 16 2 607.40 4174.81 0.145 1.333 Bolt Shear

Horizontal A325X 16 2 204.90 4174.81 0.049 1.333 Bolt Shear

T18 60 Leg A325X 22 32 7263.06 15475.35 0.469 1.333 Bearing

Diagonal A325X 16 2 974.12 4174.81 0.233 1.333 Bolt Shear

Horizontal A325X 16 2 212.87 4174.81 0.051 1.333 Bolt Shear

T19 50 Leg A325X 22 32 7583.79 15475.35 0.490 1.333 Bearing

Diagonal A325X 16 2 1365.54 4174.81 0.327 1.333 Bolt Shear

Horizontal A325X 16 2 195.94 4174.81 0.047 1.333 Bolt Shear

T20 40 Leg A325X 22 32 8046.05 15475.35 0.520 1.333 Bearing

Diagonal A325X 16 2 1530.79 4174.81 0.367 1.333 Bolt Shear

Horizontal A325X 16 2 186.84 4174.81 0.045 1.333 Bolt Shear

T21 30 Leg A325X 22 32 8475.60 15475.35 0.548 1.333 Bearing

Diagonal A325X 16 2 1801.50 4174.81 0.432 1.333 Bolt Shear

Horizontal A325X 16 2 166.60 4174.81 0.040 1.333 Bolt Shear

T22 20 Leg A325X 22 32 8758.73 15475.35 0.566 1.333 Bearing

Diagonal A325X 16 2 2778.95 4174.81 0.666 1.333 Bolt Shear

Top Girt A325X 16 2 1526.88 4174.81 0.366 1.333 Bolt Shear

T23 10 Leg A325X 22 32 9291.66 15475.35 0.600 1.333 Bearing

Diagonal A325X 16 2 3146.19 4174.81 0.754 1.333 Bolt Shear

Top Girt A325X 16 2 1842.28 4174.81 0.441 1.333 Bolt Shear

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ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2

Page 59 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 13:26:36 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

Designed by Ing. Jaime Gutierrez C.

Compression Checks

Leg 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 154 - 150 L64x64x6.4 4.000 1.000 80.2 K=1.00

131 768 -954.77 10242.62 0.093

T2 150 - 144 L64x64x6.4 6.000 1.000 80.2 K=1.00

131 768 -6817.22 10242.62 0.666

T3 144 - 138 L76x76x10 6.000 1.000 67.1 K=1.00

148 1361 -18077.48 20552.59 0.880

T4 138 - 132 L76x76x10 6.000 1.000 67.1 K=1.00

148 1361 -31554.12 20552.59 1.535

H1-3 (1.54 CR) - 179 T5 132 - 126 L102x102x12.7 6.000 1.000 50.3

K=1.00 168 2419 -49374.00 41328.04 1.195

T6 126 - 120 L102x102x12.7 6.000 1.000 50.3 K=1.00

168 2419 -65806.29 41328.04 1.592

H1-3 (1.59 CR) - 307 T7 120 - 115 L102x102x12.7 5.111 1.278 64.3

K=1.00 151 2419 -56899.10 37360.73 1.523

H1-3 (1.52 CR) - 371/2 T8 115 - 110 L152x152x13 5.000 1.250 41.7

K=1.00 176 3710 -47044.35 66743.87 0.705

T9 110 - 105 L152x152x16 5.000 1.250 41.7 K=1.00

176 4587 -59285.90 82530.25 0.718

T10 105 - 100 L152x152x16 5.000 1.250 41.7 K=1.00

176 4587 -72602.02 82530.25 0.880

T11 100 - 95 L152x152x19 5.000 1.250 42.1 K=1.00

176 5445 -87498.90 97773.22 0.895

T12 95 - 90 2L 152x152x9.5 5.000 1.250 41.4 K=1.00

151 5626 -95214.05 86723.26 1.098

T13 90 - 85 2L 152x152x9.5 5.027 1.257 41.6 K=1.00

151 5626 -114152.90 86630.27 1.318

T14 85 - 80 2L 152x152x9.5 5.027 1.257 41.6 K=1.00

151 5626 -113116.44 86630.27 1.306

T15 80 - 75 2L 152x152x9.5 5.027 1.257 41.6 K=1.00

151 5626 -109929.96 86630.27 1.269

T16 75 - 67.5 2L 152x152x9.5 7.540 1.885 62.4 K=1.00

134 5626 -110893.39 77015.47 1.440

H1-3 (1.44 CR) - 946 T17 67.5 - 60 2L152x152x12.7 7.540 1.885 62.9

K=1.00 153 7419 -112207.44 115892.88 0.968

T18 60 - 50 2L152x152x12.7 10.054 2.513 83.9 K=1.00

126 7419 -116962.45 95092.04 1.230

T19 50 - 40 2L152x152x12.7 10.054 2.513 83.9 K=1.00

126 7419 -122266.77 95092.49 1.286

T20 40 - 30 2L152x152x12.7 10.054 2.513 83.9 K=1.00

126 7419 -129570.97 95092.49 1.363

H1-3 (1.36 CR) - 1202 T21 30 - 20 2L152x152x12.7 10.054 2.513 83.9

K=1.00 126 7419 -136544.04 95092.49 1.436

H1-3 (1.44 CR) - 1266

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ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2

Page 60 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 13:26:36 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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

T22 20 - 10 2L152x152x12.7 10.054 2.011 67.1 K=1.00

148 7419 -141404.29 112000.15 1.263

T23 10 - 0 2L152x152x12.7 10.054 2.011 67.1 K=1.00

148 7419 -150561.41 112000.15 1.344

H1-3 (1.34 CR) - 1459

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 154 - 150 L51x51x4.8 1.193 1.134 113.4 K=1.00

80 461 -511.20 3769.03 0.136

T2 150 - 144 L51x51x4.8 1.193 1.134 113.4 K=1.00

80 461 -1361.61 3769.03 0.361

T3 144 - 138 L51x51x4.8 1.193 1.123 112.2 K=1.00

82 461 -1746.74 3847.66 0.454

T4 138 - 132 L64x64x4.8 1.193 1.123 89.3 K=1.00

118 582 -2209.83 6987.77 0.316

T5 132 - 126 L64x64x4.8 1.193 1.099 87.4 K=1.00

120 582 -2647.11 7148.62 0.370

T6 126 - 120 L64x64x6.4 1.193 1.099 88.2 K=1.00

119 768 -4466.89 9354.94 0.477

T7 120 - 115 L64x64x6.4 1.627 1.560 125.0 K=1.00

66 768 -8194.33 5154.81 1.590

H1-3 (1.59 CR) - 401 T8 115 - 110 L64x64x6.4 2.865 1.433 114.9

K=1.00 78 768 -4394.52 6108.17 0.719

T9 110 - 105 L76x76x6.4 2.865 1.433 95.3 K=1.00

109 929 -5393.62 10307.44 0.523

T10 105 - 100 L76x76x6.4 2.865 1.433 95.3 K=1.00

109 929 -5811.47 10307.44 0.564

T11 100 - 95 L76x76x6.4 2.865 1.433 95.3 K=1.00

109 929 -6929.71 10307.44 0.672

T12 95 - 90 L76x76x6.4 2.865 1.433 95.3 K=1.00

109 929 -14524.62 10307.44 1.409

bolt (1.74 CR) - 703 T13 90 - 85 L76x76x6.4 3.067 1.533 102.0

K=1.00 98 929 -4416.58 9304.18 0.475

T14 85 - 80 L76x76x6.4 3.067 1.533 102.0 K=1.00

98 929 -2345.57 9304.18 0.252

T15 80 - 75 L76x76x6.4 3.541 1.770 117.7 K=1.00

74 929 -1580.74 7035.99 0.225

T16 75 - 67.5 L76x76x6.4 4.516 2.258 150.2 K=1.00

46 929 -469.75 4325.94 0.109

T17 67.5 - 60 L102x102x6.4 5.207 2.603 128.9 K=1.00

62 1252 -1214.80 7906.21 0.154

T18 60 - 50 L102x102x6.4 6.628 3.314 164.1 K=1.00

38 1252 -1824.08 4878.75 0.374

T19 50 - 40 L102x102x6.4 7.130 3.565 176.5 K=1.00

33 1252 -2731.09 4216.25 0.648

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RRIISSAATToowweerr Job

ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2

Page 61 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 13:26:36 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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

T20 40 - 30 L102x102x6.4 7.669 3.835 189.9 K=1.00

29 1252 -3061.58 3644.21 0.840

T21 30 - 20 L102x102x6.4 8.238 4.119 204.0 K=1.00

25 1252 -3602.99 3157.92 1.141

KL/R > 200 (C) - 1292 T22 20 - 10 L102x102x9.5 12.386 2.477 79.3

K=1.00 132 1845 -5557.91 24848.20 0.224

T23 10 - 0 L102x102x9.5 12.830 2.566 82.1 K=1.00

128 1845 -6292.37 24106.08 0.261

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

T1 154 - 150 L38x38x3.2 1.300 1.236 104.7 K=1.00

94 232 -72.51 2218.72 0.033

T2 150 - 144 L38x38x3.2 1.300 1.236 104.7 K=1.00

94 232 -69.87 2218.72 0.031

T3 144 - 138 L38x38x3.2 1.300 1.224 103.6 K=1.00

96 232 -159.13 2260.52 0.070

T4 138 - 132 L38x38x3.2 1.300 1.224 103.6 K=1.00

96 232 -312.89 2260.52 0.138

T5 132 - 126 L38x38x3.2 1.300 1.198 101.4 K=1.00

99 232 -701.36 2343.15 0.299

T6 126 - 120 L51x51x3.2 1.300 1.198 75.3 K=1.00

122 312 -1158.11 3894.09 0.297

T7 120 - 115 L51x51x4.8 2.425 2.323 148.3 K=1.00

47 461 -622.43 2203.50 0.282

T8 115 - 110 L51x51x4.8 2.800 2.648 168.9 K=1.00

36 461 -278.28 1696.90 0.164

T9 110 - 105 L51x51x3.2 2.800 2.648 166.4 K=1.00

37 312 -423.16 1184.23 0.357

T10 105 - 100 L51x51x4.8 2.800 2.648 168.9 K=1.00

36 461 -606.67 1696.90 0.358

T11 100 - 95 L51x51x4.8 2.800 2.648 168.9 K=1.00

36 461 -620.48 1696.90 0.366

T12 95 - 90 L64x64x6.4 2.800 1.324 67.8 K=1.00

147 768 -457.60 11522.34 0.040

T13 90 - 85 L64x64x6.4 3.167 3.015 154.3 K=1.00

43 768 -625.89 3384.07 0.185

T14 85 - 80 L64x64x6.4 3.901 3.748 191.9 K=1.00

28 768 -710.26 2188.67 0.325

T15 80 - 75 L64x64x6.4 4.635 4.482 229.5 K=1.00

20 768 -508.87 1530.64 0.332

T16 75 - 67.5 L64x64x6.4 5.552 5.400 276.4 K=1.00

13 768 -509.53 1054.74 0.483

KL/R > 250 (C) - 971 T17 67.5 - 60 L76x76x6.4 6.653 6.500 275.2

K=1.00 14 929 -409.79 1288.07 0.318

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ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2

Page 62 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 13:26:36 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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) - 1035 T18 60 - 50 L76x76x6.4 7.937 7.785 329.5

K=1.00 9 929 -425.74 898.13 0.474

KL/R > 250 (C) - 1099 T19 50 - 40 L76x76x6.4 9.405 9.253 391.7

K=1.00 7 929 -391.87 635.76 0.616

KL/R > 250 (C) - 1163 T20 40 - 30 L76x76x6.4 10.873 10.720 453.8

K=1.00 5 929 -373.69 473.58 0.789

KL/R > 250 (C) - 1227 T21 30 - 20 L76x76x6.4 12.341 12.188 516.0

K=1.00 4 929 -333.20 366.38 0.909

KL/R > 250 (C) - 1291

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 154 - 150 L51x51x4.8 1.300 1.236 78.9 K=1.00

133 461 -29.97 6237.12 0.005

T7 120 - 115 L51x51x4.8 1.300 1.198 76.5 K=1.00

136 461 -4783.09 6392.03 0.748

T8 115 - 110 L64x64x6.4 2.800 2.698 216.4 K=1.00

22 768 -3070.05 1721.80 1.783

KL/R > 200 (C) - 424 T12 95 - 90 L76x76x6.4 2.800 2.648 176.1

K=1.00 33 929 -4554.25 3146.19 1.448

H1-3 (1.45 CR) - 686 T22 20 - 10 L102x102x6.4 13.074 3.269 102.9

K=1.00 93 1252 -3135.28 11812.91 0.265

T23 10 - 0 L102x102x6.4 14.542 3.636 114.5 K=1.00

78 1252 -3831.86 10008.16 0.383

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

T8 115 - 110 L38x38x3.2 0.700 0.624 82.9 K=1.00

127 232 -800.88 3003.13 0.267

T9 110 - 105 L38x38x3.2 0.700 0.624 82.9 K=1.00

127 232 -1068.91 3003.13 0.356

T10 105 - 100 L38x38x3.2 0.700 0.624 82.9 K=1.00

127 232 -1186.86 3003.13 0.395

T11 100 - 95 L38x38x3.2 0.700 0.624 82.9 K=1.00

127 232 -1568.50 3003.13 0.522

T12 95 - 90 L38x38x3.2 0.700 0.624 82.9 K=1.00

127 232 -1428.21 3003.13 0.476

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ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2

Page 63 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 13:26:36 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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

T13 90 - 85 L38x38x3.2 0.792 0.716 95.1 K=1.00

109 232 -1716.87 2578.43 0.666

T14 85 - 80 L38x38x3.2 0.975 0.899 119.5 K=1.00

72 232 -1701.29 1704.66 0.998

T15 80 - 75 L38x38x5 1.159 1.082 145.3 K=1.00

49 340 -1653.36 1692.42 0.977

T16 75 - 67.5 L51x51x3.2 1.388 1.312 129.9 K=1.00

61 312 -1667.86 1943.94 0.858

T17 67.5 - 60 L51x51x4.8 1.663 1.587 158.6 K=1.00

41 461 -1687.61 1925.91 0.876

T18 60 - 50 L51x51x6.4 1.984 1.908 192.1 K=1.00

28 605 -1759.13 1721.32 1.022

T19 50 - 40 L64x64x8 2.351 2.275 183.2 K=1.00

31 942 -1838.90 2947.66 0.624

T20 40 - 30 L64x64x6.4 2.718 2.642 211.8 K=1.00

23 768 -1948.76 1796.09 1.085

T21 30 - 20 L38x38x6 3.085 3.009 405.7 K=1.00

6 444 -2053.64 282.96 7.258

KL/R > 250 (C) - 1280 T22 20 - 10 L51x51x3.2 1.307 1.231 121.9

K=1.00 69 312 -2126.74 2206.70 0.964

T23 10 - 0 L51x51x3.2 1.454 1.378 136.5 K=1.00

55 312 -2264.46 1761.72 1.285

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

T22 20 - 10 L64x64x6.4 2.615 2.539 203.6 K=1.00

25 768 -2126.74 1945.23 1.093

T23 10 - 0 L64x64x6.4 2.908 2.832 227.1 K=1.00

20 768 -2264.46 1562.96 1.449

H1-3 (1.45 CR) - 1502

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

T22 20 - 10 L76x76x10 3.922 3.846 258.0 K=1.00

15 1361 -2126.74 2147.78 0.990

KL/R > 250 (C) - 1375 T23 10 - 0 L76x76x10 4.363 4.286 287.5

K=1.00 12 1361 -2264.46 1729.25 1.310

KL/R > 250 (C) - 1504

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ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2

Page 64 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 13:26:36 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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

T22 20 - 10 L102x102x6.4 5.230 5.154 255.2 K=1.00

16 1252 -2126.74 2017.43 1.054

KL/R > 250 (C) - 1377 T23 10 - 0 L102x102x6.4 5.817 5.741 284.3

K=1.00 13 1252 -2264.46 1625.94 1.393

KL/R > 250 (C) - 1506

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

T8 115 - 110 L38x38x3.2 1.433 1.277 169.7 K=1.00

36 232 -863.43 845.27 1.021

T9 110 - 105 L38x38x3.2 1.433 1.277 169.7 K=1.00

36 232 -989.55 845.27 1.171

T10 105 - 100 L38x38x3.2 1.433 1.277 169.7 K=1.00

36 232 -1200.05 845.27 1.420

H1-3 (1.42 CR) - 566 T11 100 - 95 L38x38x5 1.433 1.277 171.3

K=1.00 35 340 -1352.89 1216.68 1.112

T12 95 - 90 L38x38x5 1.433 1.277 171.3 K=1.00

35 340 -1461.52 1216.68 1.201

T13 90 - 85 L38x38x5 1.533 1.378 185.0 K=1.00

30 340 -1662.63 1043.63 1.593

H1-3 (1.59 CR) - 799 T14 85 - 80 L38x38x5 1.646 1.514 203.3

K=1.00 25 340 -1435.74 864.67 1.660

H1-3 (1.66 CR) - 863 T15 80 - 75 L51x51x6.4 1.770 1.653 166.5

K=1.00 37 605 -1263.15 2292.58 0.551

T16 75 - 67.5 L51x51x4.8 2.421 2.284 228.3 K=1.00

20 461 -1454.64 929.47 1.565

H1-3 (1.57 CR) - 991 T17 67.5 - 60 L64x64x6.4 2.603 2.483 199.1

K=1.00 26 768 -1320.77 2033.69 0.649

T18 60 - 50 L64x64x6.4 3.314 3.184 255.3 K=1.00

16 768 -1469.02 1236.58 1.188

KL/R > 250 (C) - 1119 T19 50 - 40 L64x64x6.4 3.565 3.449 276.5

K=1.00 13 768 -1394.06 1054.03 1.323

KL/R > 250 (C) - 1183 T20 40 - 30 L64x64x10 3.835 3.728 301.3

K=1.00 11 1116 -1374.53 1290.41 1.065

KL/R > 250 (C) - 1247 T21 30 - 20 L51x51x6.4 4.119 4.019 404.6

K=1.00 6 605 -1370.97 388.04 3.533

KL/R > 250 (C) - 1311

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ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2

Page 65 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 13:26:36 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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

T22 20 - 10 L51x51x6.4 2.317 2.166 218.1 K=1.00

22 605 -1884.50 1335.57 1.411

H1-3 (1.41 CR) - 1374 T23 10 - 0 L51x51x6.4 2.394 2.255 227.1

K=1.00 20 605 -1863.89 1232.10 1.513

H1-3 (1.51 CR) - 1503

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

T22 20 - 10 L64x64x6.4 3.180 3.082 247.1 K=1.00

17 768 -1293.23 1319.75 0.980

T23 10 - 0 L64x64x6.4 3.413 3.319 266.1 K=1.00

15 768 -1328.64 1138.19 1.167

KL/R > 250 (C) - 1505

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

T22 20 - 10 L76x76x6.4 4.275 4.189 278.6 K=1.00

13 929 -1159.01 1256.86 0.922

KL/R > 250 (C) - 1378 T23 10 - 0 L76x76x6.4 4.668 4.584 304.9

K=1.00 11 929 -1211.61 1049.49 1.154

KL/R > 250 (C) - 1507

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

T22 20 - 10 L76x76x6.4 3.961 3.872 257.5 K=1.00

16 929 -1288.48 1470.79 0.876

KL/R > 250 (C) - 1379 T23 10 - 0 L76x76x6.4 4.281 4.195 279.0

K=1.00 13 929 -1333.28 1253.30 1.064

KL/R > 250 (C) - 1508

Redundant Hip (1) Design Data (Compression)

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ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2

Page 66 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 13:26:36 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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

T8 115 - 110 L38x38x3.2 0.990 0.990 131.6 K=1.00

59 232 -88.62 1405.86 0.063

T9 110 - 105 L38x38x3.2 0.990 0.990 131.6 K=1.00

59 232 -94.21 1405.86 0.067

T10 105 - 100 L38x38x3.2 0.990 0.990 131.6 K=1.00

59 232 -49.83 1405.86 0.035

T11 100 - 95 L38x38x3.2 0.990 0.990 131.6 K=1.00

59 232 -11.39 1405.86 0.008

T12 95 - 90 L38x38x3.2 0.990 0.990 131.6 K=1.00

59 232 -51.65 1405.86 0.037

T13 90 - 85 L38x38x3.2 1.120 1.120 148.8 K=1.00

46 232 -28.82 1098.95 0.026

T14 85 - 80 L38x38x3.2 1.379 1.379 183.3 K=1.00

31 232 -19.83 724.34 0.027

T15 80 - 75 L38x38x5 1.639 1.639 219.9 K=1.00

21 340 -10.89 738.57 0.015

T16 75 - 67.5 L38x38x5 1.963 1.963 263.4 K=1.00

15 340 -12.75 514.67 0.025

KL/R > 250 (C) - 979 T17 67.5 - 60 L51x51x3.2 2.352 2.352 232.9

K=1.00 19 312 -15.31 604.68 0.025

T18 60 - 50 L51x51x3.2 2.806 2.806 277.9 K=1.00

13 312 -16.34 424.83 0.038

KL/R > 250 (C) - 1107 T19 50 - 40 L51x51x3.2 3.325 3.325 329.3

K=1.00 9 312 -14.25 302.56 0.047*

KL/R > 250 (C) - 1198 T20 40 - 30 L51x51x3.2 3.844 3.844 380.7

K=1.00 7 312 -16.25 226.38 0.072*

KL/R > 250 (C) - 1262 T21 30 - 20 L51x51x3.2 4.363 4.363 432.1

K=1.00 6 312 -16.46 175.73 0.094*

KL/R > 250 (C) - 1326 T22 20 - 10 L51x51x3.2 1.849 1.849 183.1

K=1.00 31 312 -78.19 978.49 0.080

T23 10 - 0 L51x51x3.2 2.057 2.057 203.7 K=1.00

25 312 -71.67 790.97 0.091

* DL controls

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

T22 20 - 10 L51x51x3.2 3.698 3.698 366.2 K=1.00

8 312 -19.74 244.62 0.081

KL/R > 250 (C) - 1382 T23 10 - 0 L51x51x3.2 4.113 4.113 407.3

K=1.00 6 312 -19.38 197.74 0.098

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ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2

Page 67 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 13:26:36 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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) - 1511

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

T22 20 - 10 L51x51x3.2 5.547 5.547 549.3 K=1.00

3 312 -37.98 108.72 0.349

KL/R > 250 (C) - 1448 T23 10 - 0 L51x51x3.2 6.170 6.170 611.0

K=1.00 3 312 -36.63 87.88 0.417

KL/R > 250 (C) - 1577

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

T22 20 - 10 L51x51x3.2 7.396 7.396 732.5 K=1.00

2 312 -9.72 61.16 0.159*

KL/R > 250 (C) - 1386 T23 10 - 0 L51x51x3.2 8.226 8.226 814.7

K=1.00 2 312 -10.38 49.44 0.210*

KL/R > 250 (C) - 1515

* DL controls

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

T22 20 - 10 L64x64x4.8 8.632 8.632 686.6 K=1.00

2 582 -19.55 129.62 0.151

KL/R > 250 (C) - 1416 T23 10 - 0 L64x64x4.8 9.548 9.548 759.4

K=1.00 2 582 -20.49 105.93 0.193

KL/R > 250 (C) - 1545

Inner Bracing Design Data (Compression)

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ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2

Page 68 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 13:26:36 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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 95 - 90 L51x51x4.8 3.960 3.807 380.5 K=1.00

7 461 -995.93 334.60 2.976

KL/R > 250 (C) - 681 T22 20 - 10 L76x76x6.4 9.245 9.245 614.8

K=1.00 3 929 -277.38 258.03 1.075

KL/R > 250 (C) - 1336 T23 10 - 0 L76x76x6.4 14.542 14.542 967.1

K=1.00 1 929 -57.04 104.29 0.547

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 154 - 150 L64x64x6.4 4.000 1.000 51.2 224 526 773.78 12014.53 0.064

T2 150 - 144 L64x64x6.4 6.000 1.000 51.2 224 526 6503.11 12014.53 0.541

T3 144 - 138 L76x76x10 6.000 1.000 43.1 224 998 17403.75 22812.89 0.763

T4 138 - 132 L76x76x10 6.000 1.000 43.1 224 998 31657.81 22812.89 1.388

H2-1 (1.39 CR) - 177 T5 132 - 126 L102x102x12.7 6.000 1.000 32.3 224 1935 52490.18 44225.27 1.187

T6 126 - 120 L102x102x12.7 6.000 1.000 32.3 224 1935 75986.27 44225.27 1.718

H2-1 (1.72 CR) - 305 T7 120 - 115 L102x102x12.7 5.111 1.278 41.2 224 1935 66375.10 44225.27 1.501

bolt (1.32 CR) - 369/3 T8 115 - 110 L152x152x13 5.000 1.250 26.5 224 3226 51255.95 73708.78 0.695

T9 110 - 105 L152x152x16 5.000 1.250 26.7 224 3881 64726.29 88690.03 0.730

T10 105 - 100 L152x152x16 5.000 1.250 26.7 224 3881 78538.18 88690.03 0.886

T11 100 - 95 L152x152x19 5.000 1.250 26.9 224 4478 94129.97 102312.32 0.920

T12 95 - 90 2L 152x152x9.5 5.000 1.250 26.2 224 5142 100732.91 117494.06 0.857

T13 90 - 85 2L 152x152x9.5 5.027 1.257 26.3 224 5142 111422.73 117494.06 0.948

T14 85 - 80 2L 152x152x9.5 5.027 1.257 26.3 224 5142 106191.45 117494.06 0.904

T15 80 - 75 2L 152x152x9.5 5.027 1.257 26.3 224 5142 101373.39 117494.06 0.863

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ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2

Page 69 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 13:26:36 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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

T16 75 - 67.5 2L 152x152x9.5 7.540 1.885 39.5 224 5142 98871.82 117494.06 0.842

T17 67.5 - 60 2L152x152x12.7 7.540 1.885 39.9 224 6774 99376.22 154791.16 0.642

T18 60 - 50 2L152x152x12.7 10.054 2.513 53.2 224 6774 100953.81 154791.16 0.652

T19 50 - 40 2L152x152x12.7 10.054 2.513 53.2 224 6774 104729.97 154791.16 0.677

T20 40 - 30 2L152x152x12.7 10.054 2.513 53.2 224 6774 109577.06 154791.16 0.708

T21 30 - 20 2L152x152x12.7 10.054 2.513 53.2 224 6774 114434.13 154791.16 0.739

T22 20 - 10 2L152x152x12.7 10.054 2.011 42.6 224 6774 117094.45 154791.16 0.756

T23 10 - 0 2L152x152x12.7 10.054 2.011 42.6 224 6774 120977.66 154791.16 0.782

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 154 - 150 L51x51x4.8 1.193 1.134 72.4 224 278 517.01 6350.48 0.081

T2 150 - 144 L51x51x4.8 1.193 1.134 72.4 224 278 1335.14 6350.48 0.210

T3 144 - 138 L51x51x4.8 1.193 1.123 71.6 224 278 1751.95 6350.48 0.276

T4 138 - 132 L64x64x4.8 1.193 1.123 56.8 224 368 2368.54 8418.00 0.281

T5 132 - 126 L64x64x4.8 1.193 1.099 55.6 224 368 3080.99 8418.00 0.366

T6 126 - 120 L64x64x6.4 1.193 1.099 56.3 224 485 6248.15 11083.94 0.564

T7 120 - 115 L64x64x6.4 1.421 1.353 69.3 224 485 12312.68 11083.94 1.111

T8 115 - 110 L64x64x6.4 2.865 1.433 73.3 224 485 5016.91 11083.94 0.453

T9 110 - 105 L76x76x6.4 2.865 1.433 60.6 224 606 5299.32 13848.04 0.383

T10 105 - 100 L76x76x6.4 2.865 1.433 60.6 224 606 6165.82 13848.04 0.445

T11 100 - 95 L76x76x6.4 2.865 1.433 60.6 224 606 7353.69 13848.04 0.531

T12 95 - 90 L76x76x6.4 2.865 1.433 60.6 224 606 12169.89 13848.04 0.879

T13 90 - 85 L76x76x6.4 2.871 1.436 60.8 224 606 6316.64 13848.04 0.456

T14 85 - 80 L76x76x6.4 3.067 1.533 64.9 224 606 2919.96 13848.04 0.211

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ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2

Page 70 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 13:26:36 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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

T15 80 - 75 L76x76x6.4 3.292 1.646 69.7 224 606 2225.45 13848.04 0.161

T16 75 - 67.5 L76x76x6.4 4.516 2.258 95.6 224 606 1478.88 13848.04 0.107

T17 67.5 - 60 L102x102x6.4 5.207 2.603 82.0 224 848 1033.89 19376.20 0.053

T18 60 - 50 L102x102x6.4 6.628 3.314 104.4 224 848 1948.23 19376.20 0.101

T19 50 - 40 L102x102x6.4 7.130 3.565 112.3 224 848 2374.39 19376.20 0.123

T20 40 - 30 L102x102x6.4 7.130 3.565 112.3 224 848 2981.85 19376.20 0.154

T21 30 - 20 L102x102x6.4 7.669 3.835 120.8 224 848 3429.74 19376.20 0.177

T22 20 - 10 L102x102x9.5 12.386 2.477 79.3 224 1248 5079.37 28511.46 0.178

T23 10 - 0 L102x102x9.5 12.830 2.566 82.1 224 1248 5772.69 28511.46 0.202

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

T1 154 - 150 L38x38x3.2 1.300 1.236 104.7 224 136 72.83 3109.59 0.023

T2 150 - 144 L38x38x3.2 1.300 1.236 104.7 224 136 68.05 3109.59 0.022

T3 144 - 138 L38x38x3.2 1.300 1.224 103.6 224 129 138.74 2936.83 0.047

T4 138 - 132 L38x38x3.2 1.300 1.224 103.6 224 129 229.35 2936.83 0.078

T5 132 - 126 L38x38x3.2 1.300 1.198 101.4 224 129 630.33 2936.83 0.215

T6 126 - 120 L51x51x3.2 1.300 1.198 75.3 224 189 869.26 4318.88 0.201

T7 120 - 115 L51x51x4.8 2.425 2.323 148.3 224 278 412.55 6350.48 0.065

T8 115 - 110 L51x51x4.8 2.800 2.648 168.9 224 278 241.42 6350.48 0.038

T9 110 - 105 L51x51x3.2 2.800 2.648 166.4 224 189 316.15 4318.88 0.073

T10 105 - 100 L51x51x4.8 2.800 2.648 168.9 224 278 389.04 6350.48 0.061

T11 100 - 95 L51x51x4.8 2.800 2.648 168.9 224 278 307.41 6350.48 0.048

T12 95 - 90 L64x64x6.4 2.800 1.324 67.8 224 485 352.30 11083.94 0.032

T13 90 - 85 L64x64x6.4 3.167 3.015 154.3 224 485 379.20 11083.94 0.034

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ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2

Page 71 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 13:26:36 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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

T14 85 - 80 L64x64x6.4 3.901 3.748 191.9 224 485 380.09 11083.94 0.034

T15 80 - 75 L64x64x6.4 4.635 4.482 229.5 224 485 162.31 11083.94 0.015

T16 75 - 67.5 L64x64x6.4 5.552 5.400 276.4 224 485 136.21 11083.94 0.012

T17 67.5 - 60 L76x76x6.4 6.653 6.500 275.2 224 606 58.85 13848.04 0.004

T18 60 - 50 L76x76x6.4 7.937 7.785 329.5 224 606 38.00 13848.04 0.003

T19 50 - 40 L76x76x6.4 9.405 9.253 391.7 224 606 35.35 13848.04 0.003

T20 40 - 30 L76x76x6.4 10.873 10.720 453.8 224 606 16.81 13848.04 0.001

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 154 - 150 L51x51x4.8 1.300 1.236 78.9 224 278 43.74 6350.48 0.007

T7 120 - 115 L51x51x4.8 1.300 1.198 76.5 224 278 4008.01 6350.48 0.631

T8 115 - 110 L64x64x6.4 2.800 2.698 138.1 224 485 3262.67 11083.94 0.294

T12 95 - 90 L76x76x6.4 2.800 2.648 112.1 224 606 5150.81 13848.04 0.372

T22 20 - 10 L102x102x6.4 13.074 3.269 102.9 224 848 3053.76 19376.20 0.158

T23 10 - 0 L102x102x6.4 14.542 3.636 114.5 224 848 3684.57 19376.20 0.190

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

T8 115 - 110 L38x38x3.2 0.700 0.624 52.8 207 232 844.56 4890.32 0.173

T9 110 - 105 L38x38x3.2 0.700 0.624 52.8 207 232 889.29 4890.32 0.182

T10 105 - 100 L38x38x3.2 0.700 0.624 52.8 207 232 1165.95 4890.32 0.238

T11 100 - 95 L38x38x3.2 0.700 0.624 52.8 207 232 1312.49 4890.32 0.268

T12 95 - 90 L38x38x3.2 0.700 0.624 52.8 207 232 1428.21 4890.32 0.292

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ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2

Page 72 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 13:26:36 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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

T13 90 - 85 L38x38x3.2 0.792 0.716 60.6 207 232 1716.87 4890.32 0.351

T14 85 - 80 L38x38x3.2 0.975 0.899 76.1 207 232 1701.29 4890.32 0.348

T15 80 - 75 L38x38x5 1.159 1.082 93.3 207 340 1653.36 7175.97 0.230

T16 75 - 67.5 L51x51x3.2 1.388 1.312 82.5 207 312 1667.86 6591.29 0.253

T17 67.5 - 60 L51x51x4.8 1.663 1.587 101.3 207 461 1687.61 9729.56 0.173

T18 60 - 50 L51x51x6.4 1.984 1.908 123.3 207 605 1759.13 12764.09 0.138

T19 50 - 40 L64x64x8 2.351 2.275 117.7 207 942 1838.90 19867.35 0.093

T20 40 - 30 L64x64x6.4 2.718 2.642 135.3 207 768 1948.76 16193.25 0.120

T21 30 - 20 L38x38x6 3.085 3.009 263.9 207 444 2053.64 9355.35 0.220

T22 20 - 10 L51x51x3.2 1.307 1.231 77.4 207 312 2126.74 6591.29 0.323

T23 10 - 0 L51x51x3.2 1.454 1.378 86.6 207 312 2264.46 6591.29 0.344

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

T22 20 - 10 L64x64x6.4 2.615 2.539 130.0 207 768 2126.74 16193.25 0.131

T23 10 - 0 L64x64x6.4 2.908 2.832 145.0 207 768 2264.46 16193.25 0.140

H1-3 (1.45 CR) - 1502

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

T22 20 - 10 L76x76x10 3.922 3.846 165.9 207 1361 2126.74 28712.41 0.074

T23 10 - 0 L76x76x10 4.363 4.286 184.8 207 1361 2264.46 28712.41 0.079

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ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2

Page 73 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 13:26:36 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

Designed by Ing. Jaime Gutierrez C.

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

T22 20 - 10 L102x102x6.4 5.230 5.154 162.3 207 1252 2126.74 26399.08 0.081

T23 10 - 0 L102x102x6.4 5.817 5.741 180.8 207 1252 2264.46 26399.08 0.086

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

T8 115 - 110 L38x38x3.2 1.433 1.277 108.1 207 232 811.14 4890.32 0.166

T9 110 - 105 L38x38x3.2 1.433 1.277 108.1 207 232 1067.95 4890.32 0.218

T10 105 - 100 L38x38x3.2 1.433 1.277 108.1 207 232 1232.80 4890.32 0.252

T11 100 - 95 L38x38x5 1.433 1.277 110.1 207 340 1641.35 7175.97 0.229

T12 95 - 90 L38x38x5 1.433 1.277 110.1 207 340 1461.52 7175.97 0.204

T13 90 - 85 L38x38x5 1.533 1.378 118.8 207 340 1662.63 7175.97 0.232

H1-3 (1.59 CR) - 799 T14 85 - 80 L38x38x5 1.646 1.514 130.6 207 340 1435.74 7175.97 0.200

H1-3 (1.66 CR) - 863 T15 80 - 75 L51x51x6.4 1.770 1.653 106.9 207 605 1263.15 12764.09 0.099

T16 75 - 67.5 L51x51x4.8 2.421 2.284 145.8 207 461 1454.64 9729.56 0.150

H1-3 (1.57 CR) - 991 T17 67.5 - 60 L64x64x6.4 2.603 2.483 127.1 207 768 1320.77 16193.25 0.082

T18 60 - 50 L64x64x6.4 3.314 3.184 163.0 207 768 1469.02 16193.25 0.091

T19 50 - 40 L64x64x6.4 3.565 3.449 176.6 207 768 1394.06 16193.25 0.086

T20 40 - 30 L64x64x10 3.835 3.728 194.9 207 1116 1374.53 23541.45 0.058

T21 30 - 20 L51x51x6.4 4.119 4.019 259.8 207 605 1370.97 12764.09 0.107

T22 20 - 10 L51x51x6.4 2.317 2.166 140.0 207 605 1884.50 12764.09 0.148

H1-3 (1.41 CR) - 1392 T23 10 - 0 L51x51x6.4 2.394 2.255 145.8 207 605 1863.89 12764.09 0.146

H1-3 (1.51 CR) - 1503

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ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2

Page 74 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 13:26:36 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

Designed by Ing. Jaime Gutierrez C.

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

T22 20 - 10 L64x64x6.4 3.180 3.082 157.8 207 768 1293.23 16193.25 0.080

T23 10 - 0 L64x64x6.4 3.413 3.319 169.9 207 768 1328.64 16193.25 0.082

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

T22 20 - 10 L76x76x6.4 4.275 4.189 177.3 207 929 1159.01 19595.20 0.059

T23 10 - 0 L76x76x6.4 4.668 4.584 194.1 207 929 1211.61 19595.20 0.062

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

T22 20 - 10 L76x76x6.4 3.961 3.872 163.9 207 929 1288.48 19595.20 0.066

T23 10 - 0 L76x76x6.4 4.281 4.195 177.6 207 929 1333.28 19595.20 0.068

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 115 - 110 L38x38x3.2 0.990 0.990 83.8 207 232 129.23 4890.32 0.026

T9 110 - 105 L38x38x3.2 0.990 0.990 83.8 207 232 136.51 4890.32 0.028

T10 105 - 100 L38x38x3.2 0.990 0.990 83.8 207 232 70.58 4890.32 0.014

T11 100 - 95 L38x38x3.2 0.990 0.990 83.8 207 232 35.01 4890.32 0.007

T12 95 - 90 L38x38x3.2 0.990 0.990 83.8 207 232 34.29 4890.32 0.007

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ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2

Page 75 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 13:26:36 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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

T13 90 - 85 L38x38x3.2 1.120 1.120 94.8 207 232 12.96 4890.32 0.003

T14 85 - 80 L38x38x3.2 1.379 1.379 116.7 207 232 12.02 4890.32 0.002

T15 80 - 75 L38x38x5 1.639 1.639 141.3 207 340 4.38 7175.97 0.001

T16 75 - 67.5 L38x38x5 1.963 1.963 169.2 207 340 2.73 7175.97 0.000

T17 67.5 - 60 L51x51x3.2 2.352 2.352 147.9 207 312 0.53 6591.29 0.000

T22 20 - 10 L51x51x3.2 1.849 1.849 116.2 207 312 58.03 6591.29 0.009

T23 10 - 0 L51x51x3.2 2.057 2.057 129.3 207 312 50.69 6591.29 0.008

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

T22 20 - 10 L51x51x3.2 5.547 5.547 348.7 207 312 14.90 6591.29 0.002

T23 10 - 0 L51x51x3.2 6.170 6.170 387.9 207 312 14.41 6591.29 0.002

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

T22 20 - 10 L64x64x4.8 3.602 3.602 182.3 207 582 51.74 12274.21 0.004

T23 10 - 0 L64x64x4.8 3.879 3.879 196.3 207 582 49.33 12274.21 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

T12 95 - 90 L51x51x4.8 3.960 3.807 242.9 207 461 1265.72 9729.56 0.130

T22 20 - 10 L76x76x6.4 9.245 9.245 391.4 207 929 253.56 19595.20 0.013

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ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2

Page 76 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 13:26:36 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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

T23 10 - 0 L76x76x6.4 10.283 10.283 435.3 207 929 81.29 19595.20 0.004

Section Capacity Table Section

No. Elevation

m Component

Type Size Critical

Element P kg

SF*Pallow kg

% Capacity

Pass Fail

T1 154 - 150 Leg L64x64x6.4 3 -954.77 13653.41 7.0 Pass Diagonal L51x51x4.8 19 -511.20 5024.11 10.2 Pass Horizontal L38x38x3.2 35 -72.51 2957.55 2.5

3.4 (b) Pass

Top Girt L51x51x4.8 6 43.74 8465.18 0.5 1.2 (b)

Pass

T2 150 - 144 Leg L64x64x6.4 51 -6817.22 13653.41 49.9 Pass Diagonal L51x51x4.8 60 -1361.61 5024.11 27.1 Pass Horizontal L38x38x3.2 82 -69.87 2957.55 2.4

3.2 (b) Pass

T3 144 - 138 Leg L76x76x10 115 -18077.48 27396.61 66.0 Pass Diagonal L51x51x4.8 124 -1746.74 5128.93 34.1 Pass Horizontal L38x38x3.2 126 -159.13 3013.28 5.3

5.8 (b) Pass

T4 138 - 132 Leg L76x76x10 179 -31554.12 27396.61 115.2 Fail Diagonal L64x64x4.8 188 -2209.83 9314.70 23.7 Pass Horizontal L38x38x3.2 190 -312.89 3013.28 10.4 Pass

T5 132 - 126 Leg L102x102x12.7 243 -49374.00 55090.27 89.6 Pass Diagonal L64x64x4.8 272 -2647.11 9529.11 27.8

27.9 (b) Pass

Horizontal L38x38x3.2 254 -701.36 3123.41 22.5 26.3 (b)

Pass

T6 126 - 120 Leg L102x102x12.7 305 75986.27 58952.28 128.9 Fail Diagonal L64x64x6.4 320 6248.15 14774.89 42.3

56.1 (b) Pass

Horizontal L51x51x3.2 318 -1158.11 5190.82 22.3 36.3 (b)

Pass

T7 120 - 115 Leg L102x102x12.7 371 -56899.10 49801.86 114.3 Fail Diagonal L64x64x6.4 401 -8194.33 6871.36 119.3 Fail Horizontal L51x51x4.8 386 -622.43 2937.26 21.2 Pass Top Girt L51x51x4.8 374 -4783.09 8520.57 56.1 Pass

T8 115 - 110 Leg L152x152x13 419 -47044.35 88969.57 52.9 76.8 (b)

Pass

Diagonal L64x64x6.4 441 -4394.52 8142.19 54.0 Pass Horizontal L51x51x4.8 448 -278.28 2261.97 12.3 Pass Top Girt L64x64x6.4 424 -3070.05 2295.15 133.8 Fail Redund Horz 1

Bracing L38x38x3.2 427 -800.88 4003.17 20.0 Pass

Redund Diag 1 Bracing

L38x38x3.2 438 -863.43 1126.74 76.6 Pass

Redund Hip 1 Bracing

L38x38x3.2 469 -88.62 1874.02 4.7 Pass

T9 110 - 105 Leg L152x152x16 485 64726.29 118223.81 54.7 Pass Diagonal L76x76x6.4 505 -5393.62 13739.81 39.3

48.5 (b) Pass

Horizontal L51x51x3.2 512 -423.16 1578.58 26.8 Pass Redund Horz 1 L38x38x3.2 545 -1068.91 4003.17 26.7 Pass

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ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2

Page 77 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 13:26:36 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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 1

Bracing L38x38x3.2 536 -989.55 1126.74 87.8 Pass

Redund Hip 1 Bracing

L38x38x3.2 533 -94.21 1874.02 5.0 Pass

T10 105 - 100 Leg L152x152x16 549 78538.18 118223.81 66.4 Pass Diagonal L76x76x6.4 569 -5811.47 13739.81 42.3

55.4 (b) Pass

Horizontal L51x51x4.8 576 -606.67 2261.97 26.8 Pass Redund Horz 1

Bracing L38x38x3.2 609 -1186.86 4003.17 29.6 Pass

Redund Diag 1 Bracing

L38x38x3.2 566 -1200.05 1126.74 106.5 Fail

Redund Hip 1 Bracing

L38x38x3.2 583 -49.83 1874.02 2.7 Pass

T11 100 - 95 Leg L152x152x19 613 94129.97 136382.32 69.0 Pass Diagonal L76x76x6.4 633 -6929.71 13739.81 50.4

66.1 (b) Pass

Horizontal L51x51x4.8 640 -620.48 2261.97 27.4 Pass Redund Horz 1

Bracing L38x38x3.2 673 -1568.50 4003.17 39.2 Pass

Redund Diag 1 Bracing

L38x38x5 664 -1352.89 1621.83 83.4 Pass

Redund Hip 1 Bracing

L38x38x3.2 675 -11.39 1874.02 0.6 Pass

T12 95 - 90 Leg 2L 152x152x9.5 679 -95214.05 115602.10 82.4 Pass Diagonal L76x76x6.4 703 -14524.62 13739.81 105.7

130.5 (b) Fail

Horizontal L64x64x6.4 687 -457.60 15359.28 3.0 8.2 (b)

Pass

Top Girt L76x76x6.4 686 -4554.25 4193.88 108.6 Fail Redund Horz 1

Bracing L38x38x3.2 734 -1428.21 4003.17 35.7 Pass

Redund Diag 1 Bracing

L38x38x5 735 -1461.52 1621.83 90.1 Pass

Redund Hip 1 Bracing

L38x38x3.2 751 -51.65 1874.02 2.8 Pass

Inner Bracing L51x51x4.8 681 -995.93 446.02 223.3 Fail T13 90 - 85 Leg 2L 152x152x9.5 754 -114152.90 115478.15 98.9 Pass

Diagonal L76x76x6.4 764 -4416.58 12402.47 35.6 56.8 (b)

Pass

Horizontal L64x64x6.4 779 -625.89 4510.96 13.9 Pass Redund Horz 1

Bracing L38x38x3.2 798 -1716.87 3437.04 50.0 Pass

Redund Diag 1 Bracing

L38x38x5 799 -1662.63 1391.15 119.5 Fail

Redund Hip 1 Bracing

L38x38x3.2 787 -28.82 1464.90 2.0 Pass

T14 85 - 80 Leg 2L 152x152x9.5 818 -113116.44 115478.15 98.0 Pass Diagonal L76x76x6.4 855 -2345.57 12402.47 18.9

26.2 (b) Pass

Horizontal L64x64x6.4 843 -710.26 2917.50 24.3 Pass Redund Horz 1

Bracing L38x38x3.2 832 -1701.29 2272.32 74.9 Pass

Redund Diag 1 Bracing

L38x38x5 867 -1435.74 1152.60 124.6 Fail

Redund Hip 1 Bracing

L38x38x3.2 851 -19.83 965.54 2.1 Pass

T15 80 - 75 Leg 2L 152x152x9.5 882 -109929.96 115478.15 95.2 Pass Diagonal L76x76x6.4 892 -1580.74 9378.98 16.9

20.0 (b) Pass

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ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2

Page 78 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 13:26:36 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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

Horizontal L64x64x6.4 907 -508.87 2040.34 24.9 Pass Redund Horz 1

Bracing L38x38x5 896 -1653.36 2255.99 73.3 Pass

Redund Diag 1 Bracing

L51x51x6.4 927 -1263.15 3056.01 41.3 Pass

Redund Hip 1 Bracing

L38x38x5 915 -10.89 984.51 1.1 Pass

T16 75 - 67.5 Leg 2L 152x152x9.5 946 -110893.39 102661.62 108.0 Fail Diagonal L76x76x6.4 983 -469.75 5766.48 8.1

13.3 (b) Pass

Horizontal L64x64x6.4 971 -509.53 1405.97 36.2 Pass Redund Horz 1

Bracing L51x51x3.2 960 -1667.86 2591.28 64.4 Pass

Redund Diag 1 Bracing

L51x51x4.8 995 -1454.64 1238.98 117.4 Fail

Redund Hip 1 Bracing

L38x38x5 979 -12.75 686.05 1.9 Pass

T17 67.5 - 60 Leg 2L152x152x12.7 1010 -112207.44 154485.21 72.6 Pass Diagonal L102x102x6.4 1028 -1214.80 10538.97 11.5 Pass Horizontal L76x76x6.4 1035 -409.79 1717.00 23.9 Pass Redund Horz 1

Bracing L51x51x4.8 1024 -1687.61 2567.24 65.7 Pass

Redund Diag 1 Bracing

L64x64x6.4 1055 -1320.77 2710.91 48.7 Pass

Redund Hip 1 Bracing

L51x51x3.2 1070 -15.31 806.03 1.9 Pass

T18 60 - 50 Leg 2L152x152x12.7 1074 -116962.45 126757.68 92.3 Pass Diagonal L102x102x6.4 1100 -1824.08 6503.37 28.0 Pass Horizontal L76x76x6.4 1099 -425.74 1197.21 35.6 Pass Redund Horz 1

Bracing L51x51x6.4 1088 -1759.13 2294.52 76.7 Pass

Redund Diag 1 Bracing

L64x64x6.4 1119 -1469.02 1648.36 89.1 Pass

Redund Hip 1 Bracing

L51x51x3.2 1107 -16.34 566.29 2.9 Pass

T19 50 - 40 Leg 2L152x152x12.7 1138 -122266.77 126758.29 96.5 Pass Diagonal L102x102x6.4 1164 -2731.09 5620.26 48.6 Pass Horizontal L76x76x6.4 1163 -391.87 847.46 46.2 Pass Redund Horz 1

Bracing L64x64x8 1182 -1838.90 3929.23 46.8 Pass

Redund Diag 1 Bracing

L64x64x6.4 1183 -1394.06 1405.02 99.2 Pass

Redund Hip 1 Bracing

L51x51x3.2 1198 -14.25 302.56 4.7 Pass

T20 40 - 30 Leg 2L152x152x12.7 1202 -129570.97 126758.29 102.2 Fail Diagonal L102x102x6.4 1228 -3061.58 4857.73 63.0 Pass Horizontal L76x76x6.4 1227 -373.69 631.28 59.2 Pass Redund Horz 1

Bracing L64x64x6.4 1246 -1948.76 2394.19 81.4 Pass

Redund Diag 1 Bracing

L64x64x10 1251 -1374.53 1720.12 79.9 Pass

Redund Hip 1 Bracing

L51x51x3.2 1262 -16.25 226.38 7.2 Pass

T21 30 - 20 Leg 2L152x152x12.7 1266 -136544.04 126758.29 107.7 Fail Diagonal L102x102x6.4 1292 -3602.99 4209.50 85.6 Pass Horizontal L76x76x6.4 1291 -333.20 488.39 68.2 Pass Redund Horz 1

Bracing L38x38x6 1280 -2053.64 377.19 544.5 Fail

Redund Diag 1 Bracing

L51x51x6.4 1311 -1370.97 517.26 265.0 Fail

Redund Hip 1 L51x51x3.2 1326 -16.46 175.73 9.4 Pass

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ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2

Page 79 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 13:26:36 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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 T22 20 - 10 Leg 2L152x152x12.7 1330 -141404.29 149296.20 94.7 Pass

Diagonal L102x102x9.5 1389 -5557.91 33122.66 16.8 49.9 (b)

Pass

Top Girt L102x102x6.4 1333 -3135.28 15746.61 19.9 27.4 (b)

Pass

Redund Horz 1 Bracing

L51x51x3.2 1390 -2126.74 2941.53 72.3 Pass

Redund Horz 2 Bracing

L64x64x6.4 1373 -2126.74 2592.99 82.0 Pass

Redund Horz 3 Bracing

L76x76x10 1375 -2126.74 2862.99 74.3 Pass

Redund Horz 4 Bracing

L102x102x6.4 1377 -2126.74 2689.24 79.1 Pass

Redund Diag 1 Bracing

L51x51x6.4 1374 -1884.50 1780.31 105.9 Fail

Redund Diag 2 Bracing

L64x64x6.4 1376 -1293.23 1759.23 73.5 Pass

Redund Diag 3 Bracing

L76x76x6.4 1378 -1159.01 1675.40 69.2 Pass

Redund Diag 4 Bracing

L76x76x6.4 1397 -1288.48 1960.56 65.7 Pass

Redund Hip 1 Bracing

L51x51x3.2 1445 -78.19 1304.32 6.0 Pass

Redund Hip 2 Bracing

L51x51x3.2 1382 -19.74 326.08 6.1 Pass

Redund Hip 3 Bracing

L51x51x3.2 1448 -37.98 144.92 26.2 Pass

Redund Hip 4 Bracing

L51x51x3.2 1386 -9.72 61.16 15.9 Pass

Redund Hip Diagonal Bracing

L64x64x4.8 1416 -19.55 172.78 11.3 Pass

Inner Bracing L76x76x6.4 1336 -277.38 343.95 80.6 Pass T23 10 - 0 Leg 2L152x152x12.7 1459 -150561.41 149296.20 100.8 Fail

Diagonal L102x102x9.5 1518 -6292.37 32133.41 19.6 56.5 (b)

Pass

Top Girt L102x102x6.4 1462 -3831.86 13340.87 28.7 33.1 (b)

Pass

Redund Horz 1 Bracing

L51x51x3.2 1519 -2264.46 2348.37 96.4 Pass

Redund Horz 2 Bracing

L64x64x6.4 1520 -2264.46 2083.42 108.7 Fail

Redund Horz 3 Bracing

L76x76x10 1504 -2264.46 2305.09 98.2 Pass

Redund Horz 4 Bracing

L102x102x6.4 1506 -2264.46 2167.38 104.5 Fail

Redund Diag 1 Bracing

L51x51x6.4 1521 -1863.89 1642.39 113.5 Fail

Redund Diag 2 Bracing

L64x64x6.4 1523 -1328.64 1517.20 87.6 Pass

Redund Diag 3 Bracing

L76x76x6.4 1507 -1211.61 1398.96 86.6 Pass

Redund Diag 4 Bracing

L76x76x6.4 1508 -1333.28 1670.65 79.8 Pass

Redund Hip 1 Bracing

L51x51x3.2 1574 -71.67 1054.36 6.8 Pass

Redund Hip 2 Bracing

L51x51x3.2 1511 -19.38 263.59 7.4 Pass

Redund Hip 3 Bracing

L51x51x3.2 1577 -36.63 117.15 31.3 Pass

Redund Hip 4 L51x51x3.2 1515 -10.38 49.44 21.0 Pass

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ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2

Page 80 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 13:26:36 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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 Diagonal

Bracing L64x64x4.8 1545 -20.49 141.21 14.5 Pass

Inner Bracing L76x76x6.4 1469 -57.04 139.02 41.0 Pass Summary Leg (T6) 128.9 Fail Diagonal

(T12) 130.5 Fail

Horizontal (T21)

68.2 Pass

Top Girt (T8)

133.8 Fail

Redund Horz 1 Bracing (T21)

544.5 Fail

Redund Horz 2 Bracing (T23)

108.7 Fail

Redund Horz 3 Bracing (T23)

98.2 Pass

Redund Horz 4 Bracing (T23)

104.5 Fail

Redund Diag 1 Bracing (T21)

265.0 Fail

Redund Diag 2 Bracing (T23)

87.6 Pass

Redund Diag 3 Bracing (T23)

86.6 Pass

Redund Diag 4 Bracing (T23)

79.8 Pass

Redund Hip 1 Bracing

(T21)

9.4 Pass

Redund Hip 2 Bracing

(T23)

7.4 Pass

Redund Hip 3 Bracing

(T23)

31.3 Pass

Redund Hip 4 Bracing

(T23)

21.0 Pass

Redund Hip Diagonal Bracing (T23)

14.5 Pass

Inner 223.3 Fail

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ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2

Page 81 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 13:26:36 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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 (T12)

Bolt Checks 130.5 Fail RATING = 544.5 Fail

Program Version 5.3.1.0 - 1/16/2009 File:E:/2010/Instatel Evaluaciones Estructural/04 Azalea Torre Cuadrada 150 m/RISA TOWER AZALEA TC150M HIPOT 2/TCA 150 M- AZALEA HIPOTESIS 2.eri

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EVALUACION ESTRUCTURAL

HIPOTESIS 2 REFORZADA

ESTACION : AZALEA

P. Parra
Rectangle
P. Parra
New Stamp
P. Parra
New Stamp
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Project: TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M SECC. 1.30 MJob: ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2 REFORZADAClient: RTVC - RADIO TELEVISION NACIONAL DE COLOMBIALC:7 Dead+Wind 90 deg - ServiceMax. Disp.465.89 mm @ 154.000 mScaling 20

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INSTATEL COLOMBIA Carrera 124 No 17-98

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

Job: ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2 REFORZAD Project: TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M SECC. 1.30 M Client: RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA Drawn by: Ing. Jaime Gutierrez C. App'd:

Code: TIA/EIA-222-F Date: 03/29/10 Scale: NTS Path:

E:\2010\Instatel Evaluaciones Estructural\04 Azalea Torre Cuadrada 150 m\RISA TOWER AZALEA TC 150M HIPOT 2 REFORZADA\TCA 150 M- AZALEA HIPOTESIS 2.eri

Dwg No. E-1

154.0 m

150.0 m

144.0 m

138.0 m

132.0 m

126.0 m

120.0 m

115.0 m

110.0 m

105.0 m

100.0 m

95.0 m

90.0 m

85.0 m

80.0 m

75.0 m

67.5 m

60.0 m

50.0 m

40.0 m

30.0 m

20.0 m

10.0 m

0.0 m

154.3 m

REACTIONS - 120 kph WINDTORQUE 389 kg-m

51521 kgSHEAR

3307278 kg-mMOMENT

77846 kgAXIAL

SHEAR: 22807 kgUPLIFT: -127504 kgDOWN: 164638 kg

MAX. CORNER REACTIONS AT BASE:

T1T2

T3T4

T5T6

T7T8

T9T1

0T1

1T1

2T1

3T1

4T1

5T1

6T1

7T1

8T1

9T2

0T2

1T2

2T2

3

L64x

64x6

.4A

B2L

102x

102x

12.7

CL1

52x1

52x1

6D

EF

2L 1

52x1

52x9

.5F

2L15

2x15

2x12

.73L

152x

152x

12.7

A57

2-50

L51x

51x4

.8L6

4x64

x4.8

GH

GL7

6x76

x6.4

IL7

6x76

x6.4

L102

x102

x6.4

L102

x102

x7.9

L102

x102

x9.5

A57

2-50

JN

.A.

JH

N.A

.I

N.A

.L1

02x1

02x6

.4L3

8x38

x3.2

KL5

1x51

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KL5

1x51

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L64x

64x6

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6x76

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L76x

76x7

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N.A

.L3

8x38

x3.2

LL5

1x51

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L51x

51x4

.8L5

1x51

x6.4

L64x

64x8

L64x

64x6

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4x64

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4x64

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51x3

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L38x

38x3

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38x5

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L64x

64x4

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64x6

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344.

147

9.0

619.

610

08.8

1507

.116

23.8

1553

.213

27.9

1455

.114

80.5

1664

.221

56.4

2357

.118

74.0

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.836

88.3

3913

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24.5

5566

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18.6

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538.

211

120.

7

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3.53

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389

11.6

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14.5

4234

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.54

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52

@ 1

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Sec

tion

Leg

s L

eg G

rade

Dia

gona

ls D

iago

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rade

Top

Girt

s H

oriz

onta

ls R

ed. H

oriz

onta

ls R

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Red

. Hip

s I

nner

Bra

cing

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e W

idth

(m)

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Pan

els

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t (kg

)76

775.

0

RYMSA UHF/AT15-250 PANEL 154 - 153RYMSA UHF/AT15-250 PANEL 154 - 153RYMSA UHF/AT15-250 PANEL 153 - 152RYMSA UHF/AT15-250 PANEL 153 - 152RYMSA UHF/AT15-250 PANEL 152 - 151RYMSA UHF/AT15-250 PANEL 152 - 151RYMSA UHF/AT15-250 PANEL 151 - 150RYMSA UHF/AT15-250 PANEL 151 - 150RYMSA UHF/AT15-250 PANEL 150 - 149RYMSA UHF/AT15-250 PANEL 150 - 149RYMSA UHF/AT15-250 PANEL 149 - 148RYMSA UHF/AT15-250 PANEL 149 - 148RYMSA UHF/AT15-250 PANEL 148 - 147RYMSA UHF/AT15-250 PANEL 148 - 147RYMSA UHF/AT15-250 PANEL 147 - 146RYMSA UHF/AT15-250 PANEL 147 - 146RYMSA UHF/AT15-250 PANEL 146 - 145RYMSA UHF/AT15-250 PANEL 145 - 144ANTENA VHF BAND III 4 DIPO AT13-240

144 - 141.2ANTENA VHF BAND III 4 DIPO AT13-240

144 - 141.2ANTENA VHF BAND III 4 DIPO AT13-240

141.1 - 138.3ANTENA VHF BAND III 4 DIPO AT13-240

141.1 - 138.3ANTENA VHF BAND III 4 DIPO AT13-240

138.2 - 135.4ANTENA VHF BAND III 4 DIPO AT13-240

138.2 - 135.4ANTENA VHF BAND III 4 DIPO AT13-240

135.3 - 132.5ANTENA VHF BAND III 4 DIPO AT13-240

135.3 - 132.5ANTENA VHF BAND III 4 DIPO AT13-240

132.4 - 129.6ANTENA VHF BAND III 4 DIPO AT13-240

129.5 - 126.7ANTENA VHF BAND III 4 DIPO AT13-240

126.6 - 123.8ANTENA VHF BAND III 4 DIPO AT13-240

123.7 - 120.9PANEL FM KATHREIN 115 - 112.1PANEL FM KATHREIN 111.8 - 108.9PANEL FM KATHREIN 108.6 - 105.7DESIGNED APPURTENANCE LOADINGTYPE TYPEELEVATION ELEVATION

RYMSA UHF/AT15-250 PANEL 154 - 153RYMSA UHF/AT15-250 PANEL 154 - 153RYMSA UHF/AT15-250 PANEL 153 - 152RYMSA UHF/AT15-250 PANEL 153 - 152RYMSA UHF/AT15-250 PANEL 152 - 151RYMSA UHF/AT15-250 PANEL 152 - 151RYMSA UHF/AT15-250 PANEL 151 - 150RYMSA UHF/AT15-250 PANEL 151 - 150RYMSA UHF/AT15-250 PANEL 150 - 149RYMSA UHF/AT15-250 PANEL 150 - 149RYMSA UHF/AT15-250 PANEL 149 - 148RYMSA UHF/AT15-250 PANEL 149 - 148RYMSA UHF/AT15-250 PANEL 148 - 147RYMSA UHF/AT15-250 PANEL 148 - 147RYMSA UHF/AT15-250 PANEL 147 - 146RYMSA UHF/AT15-250 PANEL 147 - 146RYMSA UHF/AT15-250 PANEL 146 - 145RYMSA UHF/AT15-250 PANEL 145 - 144ANTENA VHF BAND III 4 DIPO AT13-240

144 - 141.2

ANTENA VHF BAND III 4 DIPO AT13-240

144 - 141.2

ANTENA VHF BAND III 4 DIPO AT13-240

141.1 - 138.3

ANTENA VHF BAND III 4 DIPO AT13-240

141.1 - 138.3

ANTENA VHF BAND III 4 DIPO AT13-240

138.2 - 135.4

ANTENA VHF BAND III 4 DIPO AT13-240

138.2 - 135.4

ANTENA VHF BAND III 4 DIPO AT13-240

135.3 - 132.5

ANTENA VHF BAND III 4 DIPO AT13-240

135.3 - 132.5

ANTENA VHF BAND III 4 DIPO AT13-240

132.4 - 129.6

ANTENA VHF BAND III 4 DIPO AT13-240

129.5 - 126.7

ANTENA VHF BAND III 4 DIPO AT13-240

126.6 - 123.8

ANTENA VHF BAND III 4 DIPO AT13-240

123.7 - 120.9

PANEL FM KATHREIN 115 - 112.1PANEL FM KATHREIN 111.8 - 108.9PANEL FM KATHREIN 108.6 - 105.7

SYMBOL LISTMARK MARKSIZE SIZE

A L76x76x10B 2L76x76x9.5C L152x152x13D L152x152x19E 2L 152x152x9.5F 3L152x152x9.5G L64x64x6.4

H L76x76x6.4I L102x102x6.4J L51x51x4.8K L51x51x3.2L L38x38x5M L44x44x3.2N 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 A325 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. Pannel antennas feeders shall be 1-5/8" and installed 15 feeders per side9. TOWER RATING: 99.7%

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Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 16:01:52 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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 154.000 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 1.300 m at the top and 16.010 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 A325 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. Pannel antennas feeders shall be 1-5/8'' and installed 15 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

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Page 2 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 16:01:52 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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 154.000-150.000 1.300 1 4.000 T2 150.000-144.000 1.300 1 6.000 T3 144.000-138.000 1.300 1 6.000 T4 138.000-132.000 1.300 1 6.000 T5 132.000-126.000 1.300 1 6.000 T6 126.000-120.000 1.300 1 6.000 T7 120.000-115.000 1.300 1 5.000 T8 115.000-110.000 2.800 1 5.000 T9 110.000-105.000 2.800 1 5.000

T10 105.000-100.000 2.800 1 5.000 T11 100.000-95.000 2.800 1 5.000 T12 95.000-90.000 2.800 1 5.000 T13 90.000-85.000 2.800 1 5.000 T14 85.000-80.000 3.534 1 5.000 T15 80.000-75.000 4.268 1 5.000 T16 75.000-67.500 5.002 1 7.500 T17 67.500-60.000 6.103 1 7.500 T18 60.000-50.000 7.203 1 10.000 T19 50.000-40.000 8.671 1 10.000 T20 40.000-30.000 10.139 1 10.000 T21 30.000-20.000 11.607 1 10.000 T22 20.000-10.000 13.075 1 10.000 T23 10.000-0.000 14.542 1 10.000

Tower Section Geometry (cont’d)

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Page 3 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 16:01:52 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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

T1 154.000-150.000 1.000 Double K No Yes 0 0 T2 150.000-144.000 1.000 Double K No Yes 0 0 T3 144.000-138.000 1.000 Double K No Yes 0 0 T4 138.000-132.000 1.000 Double K No Yes 0 0 T5 132.000-126.000 1.000 Double K No Yes 0 0 T6 126.000-120.000 1.000 Double K No Yes 0 0 T7 120.000-115.000 1.250 Double K No Yes 0 0 T8 115.000-110.000 2.500 Double K1 No Yes 0 0 T9 110.000-105.000 2.500 Double K1 No Yes 0 0

T10 105.000-100.000 2.500 Double K1 No Yes 0 0 T11 100.000-95.000 2.500 Double K1 No Yes 0 0 T12 95.000-90.000 2.500 Double K1 No Yes 0 0 T13 90.000-85.000 2.500 Double K1 No Yes 0 0 T14 85.000-80.000 2.500 Double K1 No Yes 0 0 T15 80.000-75.000 2.500 Double K1 No Yes 0 0 T16 75.000-67.500 3.750 Double K1 No Yes 0 0 T17 67.500-60.000 3.750 Double K1 No Yes 0 0 T18 60.000-50.000 5.000 Double K1 No Yes 0 0 T19 50.000-40.000 5.000 Double K1 No Yes 0 0 T20 40.000-30.000 5.000 Double K1 No Yes 0 0 T21 30.000-20.000 5.000 Double K1 No Yes 0 0 T22 20.000-10.000 10.000 K4A Down No Yes 0 0 T23 10.000-0.000 10.000 K4A 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 154.000-150.000

Single Angle L64x64x6.4 A572-50 (345 MPa)

Single Angle L51x51x4.8 A572-50 (345 MPa)

T2 150.000-144.000

Single Angle L64x64x6.4 A572-50 (345 MPa)

Single Angle L51x51x4.8 A572-50 (345 MPa)

T3 144.000-138.000

Single Angle L76x76x10 A572-50 (345 MPa)

Single Angle L51x51x4.8 A572-50 (345 MPa)

T4 138.000-132.000

Equal Angle 2L76x76x9.5 A572-50 (345 MPa)

Single Angle L64x64x4.8 A572-50 (345 MPa)

T5 132.000-126.000

Equal Angle 2L102x102x12.7 A572-50 (345 MPa)

Single Angle L64x64x4.8 A572-50 (345 MPa)

T6 126.000-120.000

Equal Angle 2L102x102x12.7 A572-50 (345 MPa)

Single Angle L64x64x6.4 A572-50 (345 MPa)

T7 120.000-115.000

Equal Angle 2L102x102x12.7 A572-50 (345 MPa)

Single Angle L76x76x6.4 A572-50 (345 MPa)

T8 115.000-110.000

Single Angle L152x152x13 A572-50 (345 MPa)

Single Angle L64x64x6.4 A572-50 (345 MPa)

T9 110.000-105.000

Single Angle L152x152x16 A572-50 (345 MPa)

Single Angle L76x76x6.4 A572-50 (345 MPa)

T10 105.000-100.000

Single Angle L152x152x16 A572-50 (345 MPa)

Single Angle L76x76x6.4 A572-50 (345 MPa)

T11 100.000-95.000

Single Angle L152x152x19 A572-50 (345 MPa)

Single Angle L76x76x6.4 A572-50 (345 MPa)

T12 95.000-90.000

Equal Angle 2L 152x152x9.5 A572-50 (345 MPa)

Single Angle L102x102x6.4 A572-50 (345 MPa)

T13 90.000-85.000

Equal Angle 3L152x152x9.5 A572-50 (345 MPa)

Single Angle L76x76x6.4 A572-50 (345 MPa)

T14 85.000-80.000

Equal Angle 2L 152x152x9.5 A572-50 (345 MPa)

Single Angle L76x76x6.4 A572-50 (345 MPa)

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Page 4 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 16:01:52 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

Designed by Ing. Jaime Gutierrez C.

Tower Elevation

m

Leg Type

Leg Size

Leg Grade

Diagonal Type

Diagonal Size

Diagonal Grade

T15 80.000-75.000

Equal Angle 2L 152x152x9.5 A572-50 (345 MPa)

Single Angle L76x76x6.4 A572-50 (345 MPa)

T16 75.000-67.500

Equal Angle 3L152x152x9.5 A572-50 (345 MPa)

Single Angle L76x76x6.4 A572-50 (345 MPa)

T17 67.500-60.000

Equal Angle 2L152x152x12.7 A572-50 (345 MPa)

Single Angle L102x102x6.4 A572-50 (345 MPa)

T18 60.000-50.000

Equal Angle 2L152x152x12.7 A572-50 (345 MPa)

Single Angle L102x102x6.4 A572-50 (345 MPa)

T19 50.000-40.000

Equal Angle 2L152x152x12.7 A572-50 (345 MPa)

Single Angle L102x102x6.4 A572-50 (345 MPa)

T20 40.000-30.000

Quad Angle 3L152x152x12.7 A572-50 (345 MPa)

Single Angle L102x102x6.4 A572-50 (345 MPa)

T21 30.000-20.000

Quad Angle 3L152x152x12.7 A572-50 (345 MPa)

Single Angle L102x102x7.9 A572-50 (345 MPa)

T22 20.000-10.000

Quad Angle 3L152x152x12.7 A572-50 (345 MPa)

Single Angle L102x102x9.5 A572-50 (345 MPa)

T23 10.000-0.000 Quad Angle 3L152x152x12.7 A572-50 (345 MPa)

Single Angle L102x102x9.5 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 154.000-150.000

Single Angle L51x51x4.8 A572-50 (345 MPa)

Single Angle A36 (248 MPa)

T7 120.000-115.000

Single Angle L51x51x4.8 A570-50 (345 MPa)

Solid Round A572-50 (345 MPa)

T8 115.000-110.000

Single Angle L76x76x6.4 A570-50 (345 MPa)

Solid Round A572-50 (345 MPa)

T12 95.000-90.000

Single Angle L102x102x6.4 A570-50 (345 MPa)

Solid Round A572-50 (345 MPa)

T22 20.000-10.000

Single Angle L102x102x6.4 A570-50 (345 MPa)

Solid Round A572-50 (345 MPa)

T23 10.000-0.000 Single Angle L102x102x6.4 A570-50 (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

T1 154.000-150.000

None Flat Bar A36 (248 MPa)

Single Angle L38x38x3.2 A572-50 (345 MPa)

T2 150.000-144.000

None Flat Bar A36 (248 MPa)

Single Angle L38x38x3.2 A572-50 (345 MPa)

T3 144.000-138.000

None Flat Bar A36 (248 MPa)

Single Angle L38x38x3.2 A572-50 (345 MPa)

T4 138.000-132.000

None Flat Bar A36 (248 MPa)

Single Angle L38x38x3.2 A572-50 (345 MPa)

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ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2 REFORZADA

Page 5 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 16:01:52 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

Designed by Ing. Jaime Gutierrez C.

Tower Elevation

m

No. of

Mid Girts

Mid Girt Type

Mid Girt Size

Mid Girt Grade

Horizontal Type

Horizontal Size

Horizontal Grade

T5 132.000-126.000

None Flat Bar A36 (248 MPa)

Single Angle L38x38x3.2 A572-50 (345 MPa)

T6 126.000-120.000

None Flat Bar A36 (248 MPa)

Single Angle L51x51x3.2 A572-50 (345 MPa)

T7 120.000-115.000

None Flat Bar A36 (248 MPa)

Single Angle L51x51x4.8 A572-50 (345 MPa)

T8 115.000-110.000

None Flat Bar A36 (248 MPa)

Single Angle L51x51x4.8 A572-50 (345 MPa)

T9 110.000-105.000

None Flat Bar A36 (248 MPa)

Single Angle L51x51x3.2 A572-50 (345 MPa)

T10 105.000-100.000

None Flat Bar A36 (248 MPa)

Single Angle L51x51x4.8 A572-50 (345 MPa)

T11 100.000-95.000

None Flat Bar A36 (248 MPa)

Single Angle L51x51x4.8 A572-50 (345 MPa)

T12 95.000-90.000

None Flat Bar A36 (248 MPa)

Single Angle L64x64x6.4 A572-50 (345 MPa)

T13 90.000-85.000

None Flat Bar A36 (248 MPa)

Single Angle L64x64x6.4 A572-50 (345 MPa)

T14 85.000-80.000

None Flat Bar A36 (248 MPa)

Single Angle L64x64x6.4 A572-50 (345 MPa)

T15 80.000-75.000

None Flat Bar A36 (248 MPa)

Single Angle L64x64x6.4 A572-50 (345 MPa)

T16 75.000-67.500

None Flat Bar A36 (248 MPa)

Single Angle L64x64x6.4 A572-50 (345 MPa)

T17 67.500-60.000

None Flat Bar A36 (248 MPa)

Single Angle L76x76x6.4 A572-50 (345 MPa)

T18 60.000-50.000

None Flat Bar A36 (248 MPa)

Single Angle L76x76x6.4 A572-50 (345 MPa)

T19 50.000-40.000

None Flat Bar A36 (248 MPa)

Single Angle L76x76x6.4 A572-50 (345 MPa)

T20 40.000-30.000

None Flat Bar A36 (248 MPa)

Single Angle L76x76x6.4 A572-50 (345 MPa)

T21 30.000-20.000

None Flat Bar A36 (248 MPa)

Single Angle L76x76x7.9 A572-50 (345 MPa)

T22 20.000-10.000

None Flat Bar A36 (248 MPa)

Single Angle L76x76x6.4 A572-50 (345 MPa)

T23 10.000-0.000 None Flat Bar A36 (248 MPa)

Single Angle L76x76x6.4 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

T12 95.000-90.000

Single Angle A572-50 (345 MPa)

Single Angle L64x64x6.4 A572-50 (345 MPa)

T22 20.000-10.000

Single Angle A572-50 (345 MPa)

Single Angle L76x76x6.4 A572-50 (345 MPa)

T23 10.000-0.000 Single Angle A572-50 (345 MPa)

Single Angle L76x76x6.4 A572-50 (345 MPa)

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Page 6 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 16:01:52 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

Designed by Ing. Jaime Gutierrez C.

Tower Section Geometry (cont’d)

Tower Elevation

m

Redundant Bracing Grade

Redundant Type

Redundant Size

K Factor

T8 115.000-110.0

00

A572-50 (345 MPa)

Horizontal (1) Diagonal (1)

Hip (1)

Single Angle Single Angle Single Angle

L38x38x3.2 L38x38x3.2 L38x38x3.2

1 1 1

T9 110.000-105.0

00

A572-50 (345 MPa)

Horizontal (1) Diagonal (1)

Hip (1)

Single Angle Single Angle Single Angle

L38x38x3.2 L38x38x3.2 L38x38x3.2

1 1 1

T10 105.000-100.0

00

A572-50 (345 MPa)

Horizontal (1) Diagonal (1)

Hip (1)

Single Angle Single Angle Single Angle

L38x38x3.2 L44x44x3.2 L38x38x3.2

1 1 1

T11 100.000-95.00

0

A572-50 (345 MPa)

Horizontal (1) Diagonal (1)

Hip (1)

Single Angle Single Angle Single Angle

L38x38x3.2 L38x38x5

L38x38x3.2

1 1 1

T12 95.000-90.000

A572-50 (345 MPa)

Horizontal (1) Diagonal (1)

Hip (1)

Single Angle Single Angle Single Angle

L38x38x3.2 L38x38x5

L38x38x3.2

1 1 1

T13 90.000-85.000

A572-50 (345 MPa)

Horizontal (1) Diagonal (1)

Hip (1)

Single Angle Single Angle Single Angle

L38x38x3.2 L51x51x4.8 L38x38x3.2

1 1 1

T14 85.000-80.000

A572-50 (345 MPa)

Horizontal (1) Diagonal (1)

Hip (1)

Single Angle Single Angle Single Angle

L38x38x3.2 L51x51x4.8 L38x38x3.2

1 1 1

T15 80.000-75.000

A572-50 (345 MPa)

Horizontal (1) Diagonal (1)

Hip (1)

Single Angle Single Angle Single Angle

L38x38x5 L51x51x6.4 L38x38x5

1 1 1

T16 75.000-67.500

A572-50 (345 MPa)

Horizontal (1) Diagonal (1)

Hip (1)

Single Angle Single Angle Single Angle

L51x51x3.2 L64x64x4.8 L38x38x5

1 1 1

T17 67.500-60.000

A572-50 (345 MPa)

Horizontal (1) Diagonal (1)

Hip (1)

Single Angle Single Angle Single Angle

L51x51x4.8 L64x64x6.4 L51x51x3.2

1 1 1

T18 60.000-50.000

A572-50 (345 MPa)

Horizontal (1) Diagonal (1)

Hip (1)

Single Angle Single Angle Single Angle

L51x51x6.4 L64x64x6.4 L51x51x3.2

1 1 1

T19 50.000-40.000

A572-50 (345 MPa)

Horizontal (1) Diagonal (1)

Hip (1)

Single Angle Single Angle Single Angle

L64x64x8 L64x64x8

L51x51x3.2

1 1 1

T20 40.000-30.000

A572-50 (345 MPa)

Horizontal (1) Diagonal (1)

Hip (1)

Single Angle Single Angle Single Angle

L64x64x6.4 L64x64x10 L51x51x3.2

1 1 1

T21 30.000-20.000

A572-50 (345 MPa)

Horizontal (1) Diagonal (1)

Hip (1)

Single Angle Single Angle Single Angle

L64x64x8 L76x76x6.4 L51x51x3.2

1 1 1

T22 20.000-10.000

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

L64x64x6.4 L64x64x6.4 L76x76x10

L102x102x6.4 L64x64x6.4 L64x64x6.4 L76x76x6.4 L76x76x6.4 L51x51x3.2 L51x51x3.2 L51x51x3.2 L51x51x3.2 L64x64x4.8

1 1 1 1

T23 10.000-0.000

A572-50 (345 MPa)

Horizontal (1) Horizontal (2)

Single Angle

L51x51x3.2 L76x76x6.4

1

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ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2 REFORZADA

Page 7 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 16:01:52 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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

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

L102x102x6.4 L102x102x7.9 L64x64x6.4 L64x64x6.4 L76x76x6.4 L76x76x6.4 L51x51x3.2 L51x51x3.2 L51x51x3.2 L51x51x3.2 L64x64x4.8

1 1 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 154.000-150.0

00

0.018 6 A36 (248 MPa)

1 1 1.25 0 0

T2 150.000-144.0

00

0.018 6 A36 (248 MPa)

1 1 1.25 0 0

T3 144.000-138.0

00

0.018 8 A36 (248 MPa)

1 1 1.25 0 0

T4 138.000-132.0

00

0.018 10 A36 (248 MPa)

1 1 1.25 0 0

T5 132.000-126.0

00

0.018 10 A36 (248 MPa)

1 1 1.25 0 0

T6 126.000-120.0

00

0.018 10 A36 (248 MPa)

1 1 1.25 0 0

T7 120.000-115.0

00

0.021 10 A36 (248 MPa)

1 1 1.25 0 0

T8 115.000-110.0

00

0.021 10 A36 (248 MPa)

1 1 1.25 0 0

T9 110.000-105.0

00

0.024 10 A36 (248 MPa)

1 1 1.25 0 0

T10 105.000-100.0

00

0.024 10 A36 (248 MPa)

1 1 1.25 0 0

T11 100.000-95.00

0

0.024 10 A36 (248 MPa)

1 1 1.25 0 0

T12 95.000-90.000

0.024 10 A36 (248 MPa)

1 1 1.25 0 0

T13 90.000-85.000

0.024 10 A36 (248 MPa)

1 1 1.25 0 0

T14 0.024 10 A36 1 1 1.25 0 0

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RRIISSAATToowweerr Job

ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2 REFORZADA

Page 8 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 16:01:52 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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

85.000-80.000 (248 MPa) T15

80.000-75.000 0.024 10 A36

(248 MPa) 1 1 1.25 0 0

T16 75.000-67.500

0.024 10 A36 (248 MPa)

1 1 1.25 0 0

T17 67.500-60.000

0.024 10 A36 (248 MPa)

1 1 1.25 0 0

T18 60.000-50.000

0.024 10 A36 (248 MPa)

1 1 1.25 0 0

T19 50.000-40.000

0.024 10 A36 (248 MPa)

1 1 1.25 0 0

T20 40.000-30.000

0.024 10 A36 (248 MPa)

1 1 1.25 0 0

T21 30.000-20.000

0.024 10 A36 (248 MPa)

1 1 1.25 0 0

T22 20.000-10.000

0.024 10 A36 (248 MPa)

1 1 1.25 0 0

T23 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 154.000-150.0

00

No No 1 1 1

1 1

1 1

0.5 1

1 1

1 1

1 1

T2 150.000-144.0

00

No No 1 1 1

1 1

1 1

1 1

1 1

1 1

1 1

T3 144.000-138.0

00

No No 1 1 1

1 1

1 1

1 1

1 1

1 1

1 1

T4 138.000-132.0

00

No No 1 1 1

1 1

1 1

1 1

1 1

1 1

1 1

T5 132.000-126.0

00

No No 1 1 1

1 1

1 1

1 1

1 1

1 1

1 1

T6 126.000-120.0

00

No No 1 1 1

1 1

1 1

0.5 1

1 1

1 1

1 1

T7 120.000-115.0

00

No No 1 1 1

1 1

1 1

0.5 1

0.5 1

1 1

1 1

T8 115.000-110.0

00

No No 1 1 1

1 1

1 1

1 1

0.5 1

1 1

1 1

T9 110.000-105.0

00

No No 1 1 1

1 1

1 1

1 1

0.5 1

1 1

1 1

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ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2 REFORZADA

Page 9 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 16:01:52 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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

T10 105.000-100.0

00

No No 1 1 1

1 1

1 1

1 1

0.5 1

1 1

1 1

T11 100.000-95.00

0

No No 1 1 1

1 1

1 1

1 1

0.5 1

1 1

1 1

T12 95.000-90.000

No No 1 1 1

1 1

1 1

1 1

0.5 1

1 1

1 1

T13 90.000-85.000

No No 1 1 1

1 1

1 1

1 1

0.5 1

1 1

1 1

T14 85.000-80.000

No No 1 1 1

1 1

1 1

1 1

0.5 1

1 1

1 1

T15 80.000-75.000

No No 1 1 1

1 1

1 1

1 1

0.5 1

1 1

1 1

T16 75.000-67.500

No No 1 1 1

1 1

1 1

1 1

0.5 1

1 1

1 1

T17 67.500-60.000

No No 1 1 1

1 1

1 1

1 1

0.5 1

1 1

1 1

T18 60.000-50.000

No No 1 1 1

1 1

1 1

1 1

0.5 1

1 1

1 1

T19 50.000-40.000

No No 1 1 1

1 1

1 1

1 1

0.5 1

1 1

1 1

T20 40.000-30.000

No No 1 1 1

1 1

1 1

1 1

0.5 1

1 1

1 1

T21 30.000-20.000

No No 1 1 1

1 1

1 1

0.25 1

0.5 1

1 1

1 1

T22 20.000-10.000

No No 1 1 1

1 1

1 1

0.25 1

0.5 1

1 1

1 1

T23 10.000-0.000

No No 1 1 1

1 1

1 1

0.25 1

0.5 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 154.000-150.0

00

0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75

T2 150.000-144.0

00

0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75

T3 144.000-138.0

00

0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75

T4 138.000-132.0

00

0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75

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ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2 REFORZADA

Page 10 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 16:01:52 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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

T5 132.000-126.0

00

0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75

T6 126.000-120.0

00

0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75

T7 120.000-115.0

00

0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75

T8 115.000-110.0

00

0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75

T9 110.000-105.0

00

0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75

T10 105.000-100.0

00

0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75

T11 100.000-95.00

0

0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75

T12 95.000-90.000

0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75

T13 90.000-85.000

0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75

T14 85.000-80.000

0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75

T15 80.000-75.000

0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75

T16 75.000-67.500

0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75

T17 67.500-60.000

0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75

T18 60.000-50.000

0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75

T19 50.000-40.000

0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75

T20 40.000-30.000

0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75

T21 30.000-20.000

0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75

T22 20.000-10.000

0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75

T23 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)

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ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2 REFORZADA

Page 11 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 16:01:52 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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.

T1 154.000-150.0

00

Sleeve DS 16 A325X

8 16 A325X

2 16 A325X

1 0 A307

0 16 A325N

0 13 A325X

1 16 A307

1

T2 150.000-144.0

00

Sleeve DS 16 A325X

12 16 A325X

2 16 A325X

1 0 A307

0 16 A325N

0 13 A325X

1 16 A307

1

T3 144.000-138.0

00

Sleeve DS 16 A325X

12 16 A325X

2 16 A325X

2 0 A307

0 16 A325N

0 16 A325X

1 16 A307

1

T4 138.000-132.0

00

Sleeve DS 16 A325X

12 16 A325X

2 16 A325X

2 0 A307

0 16 A325N

0 16 A325X

1 16 A307

2

T5 132.000-126.0

00

Sleeve DS 16 A325X

12 16 A325X

2 16 A325X

2 0 A307

0 16 A325N

0 16 A325X

1 16 A307

2

T6 126.000-120.0

00

Sleeve DS 16 A325X

12 16 A325X

2 16 A325X

2 0 A307

0 16 A325N

0 16 A325X

1 16 A307

2

T7 120.000-115.0

00

Sleeve DS 16 A325X

12 16 A325X

2 16 A325X

2 0 A307

0 16 A325N

0 16 A325X

1 16 A325N

2

T8 115.000-110.0

00

Sleeve DS 16 A325X

12 16 A325X

2 16 A325X

2 0 A307

0 16 A325N

0 16 A325X

1 16 A325N

2

T9 110.000-105.0

00

Sleeve DS 19 A325X

16 16 A325X

2 16 A325X

3 0 A307

0 16 A325N

0 16 A325X

1 16 A325N

2

T10 105.000-100.0

00

Sleeve DS 19 A325X

16 16 A325X

2 16 A325X

2 0 A307

0 16 A325N

0 16 A325X

1 16 A325N

2

T11 100.000-95.00

0

Sleeve DS 22 A325X

16 16 A325X

2 16 A325X

2 0 A307

0 16 A325N

0 16 A325X

1 16 A325N

2

T12 95.000-90.000

Sleeve DS 22 A325X

16 19 A325N

3 16 A325N

2 0 A307

0 16 A325N

0 16 A325X

1 16 A325N

2

T13 90.000-85.000

Sleeve DS 22 A325X

16 16 A325X

2 16 A325X

2 0 A307

0 16 A325N

0 16 A325X

1 16 A325N

3

T14 85.000-80.000

Sleeve DS 22 A325X

16 16 A325X

2 16 A325X

2 0 A307

0 16 A325N

0 16 A325X

2 16 A325N

3

T15 80.000-75.000

Sleeve DS 22 A325X

18 16 A325X

2 16 A325X

2 0 A307

0 16 A325N

0 16 A325X

2 16 A325N

3

T16 75.000-67.500

Sleeve DS 22 A325X

24 16 A325X

2 16 A325X

2 0 A307

0 16 A325N

0 16 A325X

2 16 A325N

2

T17 67.500-60.000

Sleeve DS 22 A325X

32 16 A325X

2 16 A325X

2 0 A307

0 16 A325N

0 16 A325X

2 16 A325N

2

T18 60.000-50.000

Sleeve DS 22 A325X

32 16 A325X

2 16 A325X

2 0 A307

0 16 A325N

0 16 A325X

2 16 A325N

2

T19 50.000-40.000

Sleeve DS 22 A325X

32 16 A325X

2 16 A325X

2 0 A307

0 16 A325N

0 16 A325X

2 16 A325N

2

T20 40.000-30.000

Sleeve DS 22 A325X

32 16 A325X

2 16 A325X

2 0 A307

0 16 A325N

0 16 A325X

2 16 A325N

2

T21 30.000-20.000

Sleeve DS 22 A325X

32 16 A325X

2 16 A325X

2 0 A307

0 16 A325N

0 16 A325X

2 16 A325N

2

T22 20.000-10.000

Sleeve DS 22 A325X

32 16 A325X

2 16 A325X

2 0 A307

0 16 A325N

0 16 A325X

2 16 A325N

2

T23 10.000-0.000

Sleeve DS 22 A325X

32 16 A325X

2 16 A325X

2 0 A307

0 16 A325N

0 16 A325X

2 16 A325N

2

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ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2 REFORZADA

Page 12 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 16:01:52 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

Designed by Ing. Jaime Gutierrez C.

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 VHF BAND III 4 DIPO AT13-240

C From Face 0.000 0.000 0.000

0.0000 144.000 - 141.200

No Ice 0.074 0.074 68.00

ANTENA VHF BAND III 4 DIPO AT13-240

C From Face 0.000 0.000 0.000

0.0000 141.100 - 138.300

No Ice 0.074 0.074 68.00

ANTENA VHF BAND III 4 DIPO AT13-240

C From Face 0.000 0.000 0.000

0.0000 138.200 - 135.400

No Ice 0.074 0.074 68.00

ANTENA VHF BAND III 4 DIPO AT13-240

D From Face 0.000 0.000 0.000

0.0000 135.300 - 132.500

No Ice 0.074 0.074 68.00

ANTENA VHF BAND III 4 DIPO AT13-240

C From Face 0.000 0.000 0.000

0.0000 132.400 - 129.600

No Ice 0.074 0.074 68.00

ANTENA VHF BAND III 4 DIPO AT13-240

D From Face 0.000 0.000 0.000

0.0000 129.500 - 126.700

No Ice 0.074 0.074 68.00

ANTENA VHF BAND III 4 DIPO AT13-240

C From Face 0.000 0.000 0.000

0.0000 126.600 - 123.800

No Ice 0.074 0.074 68.00

ANTENA VHF BAND III 4 DIPO AT13-240

D From Face 0.000 0.000 0.000

0.0000 123.700 - 120.900

No Ice 0.074 0.074 68.00

ANTENA VHF BAND III 4 DIPO AT13-240

C From Face 0.000 0.000 0.000

0.0000 144.000 - 141.200

No Ice 0.074 0.074 68.00

ANTENA VHF BAND III 4 DIPO AT13-240

C From Face 0.000 0.000 0.000

0.0000 141.100 - 138.300

No Ice 0.074 0.074 68.00

ANTENA VHF BAND III 4 DIPO AT13-240

C From Face 0.000 0.000 0.000

0.0000 138.200 - 135.400

No Ice 0.074 0.074 68.00

ANTENA VHF BAND III 4 DIPO AT13-240

C From Face 0.000 0.000 0.000

0.0000 135.300 - 132.500

No Ice 0.074 0.074 68.00

PANEL FM KATHREIN C From Face 0.000 0.000 0.000

0.0000 115.000 - 112.100

No Ice 0.033 0.033 25.00

PANEL FM KATHREIN C From Face 0.000 0.000 0.000

0.0000 111.800 - 108.900

No Ice 0.033 0.033 25.00

PANEL FM KATHREIN C From Face 0.000 0.000 0.000

0.0000 108.600 - 105.700

No Ice 0.033 0.033 25.00

RYMSA UHF/AT15-250 PANEL

A From Face 0.000 0.000 0.000

0.0000 154.000 - 153.000

No Ice 0.665 0.363 10.00

RYMSA UHF/AT15-250 PANEL

A From Face 0.000 0.000 0.000

0.0000 153.000 - 152.000

No Ice 0.665 0.363 10.00

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RRIISSAATToowweerr Job

ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2 REFORZADA

Page 13 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 16:01:52 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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 UHF/AT15-250 PANEL

A From Face 0.000 0.000 0.000

0.0000 152.000 - 151.000

No Ice 0.665 0.363 10.00

RYMSA UHF/AT15-250 PANEL

A From Face 0.000 0.000 0.000

0.0000 151.000 - 150.000

No Ice 0.665 0.363 10.00

RYMSA UHF/AT15-250 PANEL

A From Face 0.000 0.000 0.000

0.0000 150.000 - 149.000

No Ice 0.665 0.363 10.00

RYMSA UHF/AT15-250 PANEL

A From Face 0.000 0.000 0.000

0.0000 149.000 - 148.000

No Ice 0.665 0.363 10.00

RYMSA UHF/AT15-250 PANEL

A From Face 0.000 0.000 0.000

0.0000 148.000 - 147.000

No Ice 0.665 0.363 10.00

RYMSA UHF/AT15-250 PANEL

A From Face 0.000 0.000 0.000

0.0000 147.000 - 146.000

No Ice 0.665 0.363 10.00

RYMSA UHF/AT15-250 PANEL

A From Face 0.000 0.000 0.000

0.0000 146.000 - 145.000

No Ice 0.665 0.363 10.00

RYMSA UHF/AT15-250 PANEL

A From Face 0.000 0.000 0.000

0.0000 145.000 - 144.000

No Ice 0.665 0.363 10.00

RYMSA UHF/AT15-250 PANEL

B From Face 0.000 0.000 0.000

0.0000 154.000 - 153.000

No Ice 0.665 0.363 10.00

RYMSA UHF/AT15-250 PANEL

B From Face 0.000 0.000 0.000

0.0000 153.000 - 152.000

No Ice 0.665 0.363 10.00

RYMSA UHF/AT15-250 PANEL

B From Face 0.000 0.000 0.000

0.0000 152.000 - 151.000

No Ice 0.665 0.363 10.00

RYMSA UHF/AT15-250 PANEL

B From Face 0.000 0.000 0.000

0.0000 151.000 - 150.000

No Ice 0.665 0.363 10.00

RYMSA UHF/AT15-250 PANEL

B From Face 0.000 0.000 0.000

0.0000 150.000 - 149.000

No Ice 0.665 0.363 10.00

RYMSA UHF/AT15-250 PANEL

B From Face 0.000 0.000 0.000

0.0000 149.000 - 148.000

No Ice 0.665 0.363 10.00

RYMSA UHF/AT15-250 PANEL

B From Face 0.000 0.000 0.000

0.0000 148.000 - 147.000

No Ice 0.665 0.363 10.00

RYMSA UHF/AT15-250 PANEL

B From Face 0.000 0.000 0.000

0.0000 147.000 - 146.000

No Ice 0.665 0.363 10.00

Tower Pressures - No Ice

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RRIISSAATToowweerr Job

ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2 REFORZADA

Page 14 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 16:01:52 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

Designed by Ing. Jaime Gutierrez C.

GH = 1.056

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 154.000-150.0

00

152.000 2.172 0.00 5.345 A B C D

1.1441.1441.1441.144

0.0000.0000.0000.000

0.508 44.4044.4044.4044.40

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T2 150.000-144.0

00

147.000 2.152 0.00 8.018 A B C D

1.6131.6131.6131.613

0.0000.0000.0000.000

0.762 47.2447.2447.2447.24

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T3 144.000-138.0

00

141.000 2.126 0.00 8.070 A B C D

1.7581.7581.7581.758

0.0000.0000.0000.000

0.914 52.0252.0252.0252.02

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T4 138.000-132.0

00

135.000 2.1 0.00 8.072 A B C D

1.9281.9281.9281.928

0.0000.0000.0000.000

0.914 47.4347.4347.4347.43

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T5 132.000-126.0

00

129.000 2.073 0.00 8.163 A B C D

2.2152.2152.2152.215

0.0000.0000.0000.000

1.219 55.0455.0455.0455.04

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T6 126.000-120.0

00

123.000 2.045 0.00 8.163 A B C D

2.2582.2582.2582.258

0.0000.0000.0000.000

1.219 54.0054.0054.0054.00

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T7 120.000-115.0

00

117.500 2.018 0.00 10.556 A B C D

2.2682.2682.2682.268

0.0000.0000.0000.000

1.039 45.8045.8045.8045.80

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T8 115.000-110.0

00

112.500 1.993 0.00 14.428 A B C D

2.9452.9452.9452.945

0.0000.0000.0000.000

1.524 51.7551.7551.7551.75

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T9 110.000-105.0

00

107.500 1.968 0.00 14.438 A B C D

2.8732.8732.8732.873

0.0000.0000.0000.000

1.524 53.0453.0453.0453.04

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T10 105.000-100.0

00

102.500 1.941 0.00 14.438 A B C D

2.9062.9062.9062.906

0.0000.0000.0000.000

1.524 52.4552.4552.4552.45

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T11 100.000-95.00

0

97.500 1.914 0.00 14.449 A B C D

2.8732.8732.8732.873

0.0000.0000.0000.000

1.524 53.0453.0453.0453.04

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T12 95.000-90.000

92.500 1.885 0.00 14.416 A B C D

3.4513.4513.4513.451

0.0000.0000.0000.000

1.524 44.1644.1644.1644.16

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T13 90.000-85.000

87.500 1.855 0.00 16.252 A B C D

3.0763.0763.0763.076

0.0000.0000.0000.000

1.532 49.8149.8149.8149.81

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T14 85.000-80.000

82.500 1.824 0.00 19.921 A B C D

3.2653.2653.2653.265

0.0000.0000.0000.000

1.532 46.9246.9246.9246.92

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T15 77.500 1.792 0.00 23.591 A 3.462 0.000 1.532 44.26 0.000 0.000

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RRIISSAATToowweerr Job

ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2 REFORZADA

Page 15 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 16:01:52 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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

80.000-75.000 B C D

3.4623.4623.462

0.0000.0000.000

44.2644.2644.26

0.000 0.000 0.000

0.0000.0000.000

T16 75.000-67.500

71.250 1.75 0.00 42.267 A B C D

5.0305.0305.0305.030

0.0000.0000.0000.000

2.298 45.6945.6945.6945.69

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T17 67.500-60.000

63.750 1.695 0.00 50.540 A B C D

5.9835.9835.9835.983

0.0000.0000.0000.000

2.298 38.4138.4138.4138.41

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T18 60.000-50.000

55.000 1.625 0.00 80.230 A B C D

7.6877.6877.6877.687

0.0000.0000.0000.000

3.064 39.8639.8639.8639.86

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T19 50.000-40.000

45.000 1.534 0.00 94.909 A B C D

8.3058.3058.3058.305

0.0000.0000.0000.000

3.064 36.9036.9036.9036.90

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T20 40.000-30.000

35.000 1.428 0.00 111.784 A B C D

11.91011.91011.91011.910

0.0000.0000.0000.000

6.129 51.4651.4651.4651.46

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T21 30.000-20.000

25.000 1.297 0.00 126.462 A B C D

12.66412.66412.66412.664

0.0000.0000.0000.000

6.129 48.4048.4048.4048.40

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T22 20.000-10.000

15.000 1.121 0.00 141.139 A B C D

17.40416.85616.85616.307

0.0000.0000.0000.000

6.129 35.2236.3636.3637.58

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T23 10.000-0.000

5.000 1 0.00 155.816 A B C D

18.63118.02518.02517.418

0.0000.0000.0000.000

6.129 32.9034.0034.0035.19

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

Tower Pressure - Service

GH = 1.056

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 154.000-150.0

00

152.000 2.172 0.00 5.345 A B C D

1.1441.1441.1441.144

0.0000.0000.0000.000

0.508 44.4044.4044.4044.40

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T2 150.000-144.0

00

147.000 2.152 0.00 8.018 A B C D

1.6131.6131.6131.613

0.0000.0000.0000.000

0.762 47.2447.2447.2447.24

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T3 144.000-138.0

00

141.000 2.126 0.00 8.070 A B C D

1.7581.7581.7581.758

0.0000.0000.0000.000

0.914 52.0252.0252.0252.02

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

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RRIISSAATToowweerr Job

ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2 REFORZADA

Page 16 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 16:01:52 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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

T4 138.000-132.0

00

135.000 2.1 0.00 8.072 A B C D

1.9281.9281.9281.928

0.0000.0000.0000.000

0.914 47.4347.4347.4347.43

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T5 132.000-126.0

00

129.000 2.073 0.00 8.163 A B C D

2.2152.2152.2152.215

0.0000.0000.0000.000

1.219 55.0455.0455.0455.04

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T6 126.000-120.0

00

123.000 2.045 0.00 8.163 A B C D

2.2582.2582.2582.258

0.0000.0000.0000.000

1.219 54.0054.0054.0054.00

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T7 120.000-115.0

00

117.500 2.018 0.00 10.556 A B C D

2.2682.2682.2682.268

0.0000.0000.0000.000

1.039 45.8045.8045.8045.80

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T8 115.000-110.0

00

112.500 1.993 0.00 14.428 A B C D

2.9452.9452.9452.945

0.0000.0000.0000.000

1.524 51.7551.7551.7551.75

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T9 110.000-105.0

00

107.500 1.968 0.00 14.438 A B C D

2.8732.8732.8732.873

0.0000.0000.0000.000

1.524 53.0453.0453.0453.04

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T10 105.000-100.0

00

102.500 1.941 0.00 14.438 A B C D

2.9062.9062.9062.906

0.0000.0000.0000.000

1.524 52.4552.4552.4552.45

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T11 100.000-95.00

0

97.500 1.914 0.00 14.449 A B C D

2.8732.8732.8732.873

0.0000.0000.0000.000

1.524 53.0453.0453.0453.04

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T12 95.000-90.000

92.500 1.885 0.00 14.416 A B C D

3.4513.4513.4513.451

0.0000.0000.0000.000

1.524 44.1644.1644.1644.16

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T13 90.000-85.000

87.500 1.855 0.00 16.252 A B C D

3.0763.0763.0763.076

0.0000.0000.0000.000

1.532 49.8149.8149.8149.81

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T14 85.000-80.000

82.500 1.824 0.00 19.921 A B C D

3.2653.2653.2653.265

0.0000.0000.0000.000

1.532 46.9246.9246.9246.92

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T15 80.000-75.000

77.500 1.792 0.00 23.591 A B C D

3.4623.4623.4623.462

0.0000.0000.0000.000

1.532 44.2644.2644.2644.26

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T16 75.000-67.500

71.250 1.75 0.00 42.267 A B C D

5.0305.0305.0305.030

0.0000.0000.0000.000

2.298 45.6945.6945.6945.69

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T17 67.500-60.000

63.750 1.695 0.00 50.540 A B C D

5.9835.9835.9835.983

0.0000.0000.0000.000

2.298 38.4138.4138.4138.41

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T18 60.000-50.000

55.000 1.625 0.00 80.230 A B C D

7.6877.6877.6877.687

0.0000.0000.0000.000

3.064 39.8639.8639.8639.86

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

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ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2 REFORZADA

Page 17 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 16:01:52 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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

T19 50.000-40.000

45.000 1.534 0.00 94.909 A B C D

8.3058.3058.3058.305

0.0000.0000.0000.000

3.064 36.9036.9036.9036.90

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T20 40.000-30.000

35.000 1.428 0.00 111.784 A B C D

11.91011.91011.91011.910

0.0000.0000.0000.000

6.129 51.4651.4651.4651.46

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T21 30.000-20.000

25.000 1.297 0.00 126.462 A B C D

12.66412.66412.66412.664

0.0000.0000.0000.000

6.129 48.4048.4048.4048.40

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T22 20.000-10.000

15.000 1.121 0.00 141.139 A B C D

17.40416.85616.85616.307

0.0000.0000.0000.000

6.129 35.2236.3636.3637.58

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T23 10.000-0.000

5.000 1 0.00 155.816 A B C D

18.63118.02518.02517.418

0.0000.0000.0000.000

6.129 32.9034.0034.0035.19

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 154.000-150.0

00

3.62 340.45 A B C D

0.214 0.214 0.214 0.214

2.922.922.922.92

0.5930.5930.5930.593

1111

1111

1.1441.1441.1441.144

532.83 133.21 D

T2 150.000-144.0

00

3.62 475.37 A B C D

0.201 0.201 0.201 0.201

2.9752.9752.9752.975

0.5910.5910.5910.591

1111

1111

1.6131.6131.6131.613

757.93 126.32 D

T3 144.000-138.0

00

4.46 615.13 A B C D

0.218 0.218 0.218 0.218

2.9052.9052.9052.905

0.5940.5940.5940.594

1111

1111

1.7581.7581.7581.758

796.98 132.83 D

T4 138.000-132.0

00

5.37 1003.44 A B C D

0.239 0.239 0.239 0.239

2.8192.8192.8192.819

0.5990.5990.5990.599

1111

1111

1.9281.9281.9281.928

837.80 139.63 D

T5 132.000-126.0

00

5.37 1501.73 A B C D

0.271 0.271 0.271 0.271

2.6942.6942.6942.694

0.6080.6080.6080.608

1111

1111

2.2152.2152.2152.215

907.85 151.31 D

T6 126.000-120.0

00

5.37 1618.44 A B C D

0.277 0.277 0.277 0.277

2.6742.6742.6742.674

0.6090.6090.6090.609

1111

1111

2.2582.2582.2582.258

906.27 151.04 D

T7 120.000-115.0

00

6.26 1546.89 A B C D

0.215 0.215 0.215 0.215

2.9172.9172.9172.917

0.5940.5940.5940.594

1111

1111

2.2682.2682.2682.268

980.12 196.02 D

T8 115.000-110.0

6.26 1321.68 A B

0.204 0.204

2.9622.962

0.5910.591

11

11

2.9452.945

1276.61 255.32 D

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ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2 REFORZADA

Page 18 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 16:01:52 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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

00 C D

0.204 0.204

2.9622.962

0.5910.591

11

11

2.9452.945

T9 110.000-105.0

00

7.16 1447.97 A B C D

0.199 0.199 0.199 0.199

2.9842.9842.9842.984

0.590.590.590.59

1111

1111

2.8732.8732.8732.873

1238.59 247.72 D

T10 105.000-100.0

00

7.16 1473.38 A B C D

0.201 0.201 0.201 0.201

2.9752.9752.9752.975

0.5910.5910.5910.591

1111

1111

2.9062.9062.9062.906

1231.64 246.33 D

T11 100.000-95.00

0

7.16 1657.06 A B C D

0.199 0.199 0.199 0.199

2.9852.9852.9852.985

0.590.590.590.59

1111

1111

2.8732.8732.8732.873

1204.77 240.95 D

T12 95.000-90.000

7.16 2149.22 A B C D

0.239 0.239 0.239 0.239

2.8172.8172.8172.817

0.5990.5990.5990.599

1111

1111

3.4513.4513.4513.451

1345.19 269.04 D

T13 90.000-85.000

7.16 2349.91 A B C D

0.189 0.189 0.189 0.189

3.0273.0273.0273.027

0.5880.5880.5880.588

1111

1111

3.0763.0763.0763.076

1267.89 253.58 D

T14 85.000-80.000

7.16 1866.80 A B C D

0.164 0.164 0.164 0.164

3.143.143.143.14

0.5840.5840.5840.584

1111

1111

3.2653.2653.2653.265

1373.29 274.66 D

T15 80.000-75.000

7.16 2015.69 A B C D

0.147 0.147 0.147 0.147

3.223.223.223.22

0.5810.5810.5810.581

1111

1111

3.4623.4623.4623.462

1466.64 293.33 D

T16 75.000-67.500

7.16 3681.11 A B C D

0.119 0.119 0.119 0.119

3.3553.3553.3553.355

0.5770.5770.5770.577

1111

1111

5.0305.0305.0305.030

2166.97 288.93 D

T17 67.500-60.000

7.16 3906.22 A B C D

0.118 0.118 0.118 0.118

3.3583.3583.3583.358

0.5770.5770.5770.577

1111

1111

5.9835.9835.9835.983

2499.30 333.24 D

T18 60.000-50.000

7.16 5117.38 A B C D

0.096 0.096 0.096 0.096

3.4713.4713.4713.471

0.5750.5750.5750.575

1111

1111

7.6877.6877.6877.687

3182.87 318.29 D

T19 50.000-40.000

7.16 5559.68 A B C D

0.088 0.088 0.088 0.088

3.5143.5143.5143.514

0.5740.5740.5740.574

1111

1111

8.3058.3058.3058.305

3287.13 328.71 D

T20 40.000-30.000

7.16 7311.46 A B C D

0.107 0.107 0.107 0.107

3.4173.4173.4173.417

0.5760.5760.5760.576

1111

1111

11.91011.91011.91011.910

4265.60 426.56 D

T21 30.000-20.000

7.16 8023.74 A B C D

0.1 0.1 0.1 0.1

3.4493.4493.4493.449

0.5750.5750.5750.575

1111

1111

12.66412.66412.66412.664

4159.12 415.91 D

T22 20.000-10.000

7.16 10531.05 A B C D

0.123 0.119 0.119 0.116

3.3333.3523.3523.372

0.5780.5770.5770.577

1111

1111

17.40416.85616.85616.307

4773.54 477.35 A

T23 10.000-0.000

7.16 11113.53 A B

0.12 0.116

3.3523.371

0.5770.577

11

11

18.63118.025

4583.94 458.39 A

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RRIISSAATToowweerr Job

ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2 REFORZADA

Page 19 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 16:01:52 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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

0.116 0.112

3.3713.39

0.5770.576

11

11

18.02517.418

Sum Weight: 147.71 76775.05 OTM 2728940 kg-m

45042.87

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 154.000-150.0

00

3.62 340.45 A B C D

0.214 0.214 0.214 0.214

2.922.922.922.92

0.5930.5930.5930.593

1.1611.1611.1611.161

1.1611.1611.1611.161

1.3281.3281.3281.328

618.36 154.59 D

T2 150.000-144.0

00

3.62 475.37 A B C D

0.201 0.201 0.201 0.201

2.9752.9752.9752.975

0.5910.5910.5910.591

1.1511.1511.1511.151

1.1511.1511.1511.151

1.8561.8561.8561.856

872.27 145.38 D

T3 144.000-138.0

00

4.46 615.13 A B C D

0.218 0.218 0.218 0.218

2.9052.9052.9052.905

0.5940.5940.5940.594

1.1631.1631.1631.163

1.1631.1631.1631.163

2.0452.0452.0452.045

927.18 154.53 D

T4 138.000-132.0

00

5.37 1003.44 A B C D

0.239 0.239 0.239 0.239

2.8192.8192.8192.819

0.5990.5990.5990.599

1.1791.1791.1791.179

1.1791.1791.1791.179

2.2732.2732.2732.273

987.87 164.64 D

T5 132.000-126.0

00

5.37 1501.73 A B C D

0.271 0.271 0.271 0.271

2.6942.6942.6942.694

0.6080.6080.6080.608

1.21.21.21.2

1.21.21.21.2

2.6582.6582.6582.658

1089.42 181.57 D

T6 126.000-120.0

00

5.37 1618.44 A B C D

0.277 0.277 0.277 0.277

2.6742.6742.6742.674

0.6090.6090.6090.609

1.21.21.21.2

1.21.21.21.2

2.7092.7092.7092.709

1087.52 181.25 D

T7 120.000-115.0

00

6.26 1546.89 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

2.6332.6332.6332.633

1138.05 227.61 D

T8 115.000-110.0

00

6.26 1321.68 A B C D

0.204 0.204 0.204 0.204

2.9622.9622.9622.962

0.5910.5910.5910.591

1.1531.1531.1531.153

1.1531.1531.1531.153

3.3963.3963.3963.396

1472.05 294.41 D

T9 110.000-105.0

00

7.16 1447.97 A B C D

0.199 0.199 0.199 0.199

2.9842.9842.9842.984

0.590.590.590.59

1.1491.1491.1491.149

1.1491.1491.1491.149

3.3023.3023.3023.302

1423.46 284.69 D

T10 105.000-100.0

00

7.16 1473.38 A B C D

0.201 0.201 0.201 0.201

2.9752.9752.9752.975

0.5910.5910.5910.591

1.1511.1511.1511.151

1.1511.1511.1511.151

3.3443.3443.3443.344

1417.55 283.51 D

T11 100.000-95.00

0

7.16 1657.06 A B C D

0.199 0.199 0.199 0.199

2.9852.9852.9852.985

0.590.590.590.59

1.1491.1491.1491.149

1.1491.1491.1491.149

3.3023.3023.3023.302

1384.46 276.89 D

T12 7.16 2149.22 A 0.239 2.817 0.599 1.18 1.18 4.071 1586.72 317.34 D

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RRIISSAATToowweerr Job

ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2 REFORZADA

Page 20 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 16:01:52 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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

95.000-90.000 B C D

0.239 0.239 0.239

2.8172.8172.817

0.5990.5990.599

1.181.181.18

1.181.181.18

4.0714.0714.071

T13 90.000-85.000

7.16 2349.91 A B C D

0.189 0.189 0.189 0.189

3.0273.0273.0273.027

0.5880.5880.5880.588

1.1421.1421.1421.142

1.1421.1421.1421.142

3.5123.5123.5123.512

1447.86 289.57 D

T14 85.000-80.000

7.16 1866.80 A B C D

0.164 0.164 0.164 0.164

3.143.143.143.14

0.5840.5840.5840.584

1.1231.1231.1231.123

1.1231.1231.1231.123

3.6673.6673.6673.667

1542.11 308.42 D

T15 80.000-75.000

7.16 2015.69 A B C D

0.147 0.147 0.147 0.147

3.223.223.223.22

0.5810.5810.5810.581

1.111.111.111.11

1.111.111.111.11

3.8433.8433.8433.843

1628.07 325.61 D

T16 75.000-67.500

7.16 3681.11 A B C D

0.119 0.119 0.119 0.119

3.3553.3553.3553.355

0.5770.5770.5770.577

1.0891.0891.0891.089

1.0891.0891.0891.089

5.4795.4795.4795.479

2360.38 314.72 D

T17 67.500-60.000

7.16 3906.22 A B C D

0.118 0.118 0.118 0.118

3.3583.3583.3583.358

0.5770.5770.5770.577

1.0891.0891.0891.089

1.0891.0891.0891.089

6.5146.5146.5146.514

2721.20 362.83 D

T18 60.000-50.000

7.16 5117.38 A B C D

0.096 0.096 0.096 0.096

3.4713.4713.4713.471

0.5750.5750.5750.575

1.0721.0721.0721.072

1.0721.0721.0721.072

8.2408.2408.2408.240

3411.60 341.16 D

T19 50.000-40.000

7.16 5559.68 A B C D

0.088 0.088 0.088 0.088

3.5143.5143.5143.514

0.5740.5740.5740.574

1.0661.0661.0661.066

1.0661.0661.0661.066

8.8508.8508.8508.850

3502.85 350.29 D

T20 40.000-30.000

7.16 7311.46 A B C D

0.107 0.107 0.107 0.107

3.4173.4173.4173.417

0.5760.5760.5760.576

1.081.081.081.08

1.081.081.081.08

12.86112.86112.86112.861

4606.45 460.64 D

T21 30.000-20.000

7.16 8023.74 A B C D

0.1 0.1 0.1 0.1

3.4493.4493.4493.449

0.5750.5750.5750.575

1.0751.0751.0751.075

1.0751.0751.0751.075

13.61513.61513.61513.615

4471.49 447.15 D

T22 20.000-10.000

7.16 10531.05 A B C D

0.123 0.119 0.119 0.116

3.3333.3523.3523.372

0.5780.5770.5770.577

1.0921.091.09

1.087

1.0921.091.09

1.087

19.01318.36518.36517.721

5215.00 521.50 A

T23 10.000-0.000

7.16 11113.53 A B C D

0.12 0.116 0.116 0.112

3.3523.3713.371

3.39

0.5770.5770.5770.576

1.091.0871.0871.084

1.091.0871.0871.084

20.30219.58819.58818.879

4995.02 499.50 A

Sum Weight: 147.71 76775.05 OTM 3083233 kg-m

49906.94

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

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RRIISSAATToowweerr Job

ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2 REFORZADA

Page 21 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 16:01:52 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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 154.000-150.0

00

3.62 340.45 A B C D

0.214 0.214 0.214 0.214

2.922.922.922.92

0.5930.5930.5930.593

1111

1111

1.1441.1441.1441.144

133.21 33.30 D

T2 150.000-144.0

00

3.62 475.37 A B C D

0.201 0.201 0.201 0.201

2.9752.9752.9752.975

0.5910.5910.5910.591

1111

1111

1.6131.6131.6131.613

189.48 31.58 D

T3 144.000-138.0

00

4.46 615.13 A B C D

0.218 0.218 0.218 0.218

2.9052.9052.9052.905

0.5940.5940.5940.594

1111

1111

1.7581.7581.7581.758

199.25 33.21 D

T4 138.000-132.0

00

5.37 1003.44 A B C D

0.239 0.239 0.239 0.239

2.8192.8192.8192.819

0.5990.5990.5990.599

1111

1111

1.9281.9281.9281.928

209.45 34.91 D

T5 132.000-126.0

00

5.37 1501.73 A B C D

0.271 0.271 0.271 0.271

2.6942.6942.6942.694

0.6080.6080.6080.608

1111

1111

2.2152.2152.2152.215

226.96 37.83 D

T6 126.000-120.0

00

5.37 1618.44 A B C D

0.277 0.277 0.277 0.277

2.6742.6742.6742.674

0.6090.6090.6090.609

1111

1111

2.2582.2582.2582.258

226.57 37.76 D

T7 120.000-115.0

00

6.26 1546.89 A B C D

0.215 0.215 0.215 0.215

2.9172.9172.9172.917

0.5940.5940.5940.594

1111

1111

2.2682.2682.2682.268

245.03 49.01 D

T8 115.000-110.0

00

6.26 1321.68 A B C D

0.204 0.204 0.204 0.204

2.9622.9622.9622.962

0.5910.5910.5910.591

1111

1111

2.9452.9452.9452.945

319.15 63.83 D

T9 110.000-105.0

00

7.16 1447.97 A B C D

0.199 0.199 0.199 0.199

2.9842.9842.9842.984

0.590.590.590.59

1111

1111

2.8732.8732.8732.873

309.65 61.93 D

T10 105.000-100.0

00

7.16 1473.38 A B C D

0.201 0.201 0.201 0.201

2.9752.9752.9752.975

0.5910.5910.5910.591

1111

1111

2.9062.9062.9062.906

307.91 61.58 D

T11 100.000-95.00

0

7.16 1657.06 A B C D

0.199 0.199 0.199 0.199

2.9852.9852.9852.985

0.590.590.590.59

1111

1111

2.8732.8732.8732.873

301.19 60.24 D

T12 95.000-90.000

7.16 2149.22 A B C D

0.239 0.239 0.239 0.239

2.8172.8172.8172.817

0.5990.5990.5990.599

1111

1111

3.4513.4513.4513.451

336.30 67.26 D

T13 90.000-85.000

7.16 2349.91 A B C D

0.189 0.189 0.189 0.189

3.0273.0273.0273.027

0.5880.5880.5880.588

1111

1111

3.0763.0763.0763.076

316.97 63.39 D

T14 85.000-80.000

7.16 1866.80 A B C D

0.164 0.164 0.164 0.164

3.143.143.143.14

0.5840.5840.5840.584

1111

1111

3.2653.2653.2653.265

343.32 68.66 D

T15 80.000-75.000

7.16 2015.69 A B C D

0.147 0.147 0.147 0.147

3.223.223.223.22

0.5810.5810.5810.581

1111

1111

3.4623.4623.4623.462

366.66 73.33 D

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ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2 REFORZADA

Page 22 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 16:01:52 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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

T16 75.000-67.500

7.16 3681.11 A B C D

0.119 0.119 0.119 0.119

3.3553.3553.3553.355

0.5770.5770.5770.577

1111

1111

5.0305.0305.0305.030

541.74 72.23 D

T17 67.500-60.000

7.16 3906.22 A B C D

0.118 0.118 0.118 0.118

3.3583.3583.3583.358

0.5770.5770.5770.577

1111

1111

5.9835.9835.9835.983

624.82 83.31 D

T18 60.000-50.000

7.16 5117.38 A B C D

0.096 0.096 0.096 0.096

3.4713.4713.4713.471

0.5750.5750.5750.575

1111

1111

7.6877.6877.6877.687

795.72 79.57 D

T19 50.000-40.000

7.16 5559.68 A B C D

0.088 0.088 0.088 0.088

3.5143.5143.5143.514

0.5740.5740.5740.574

1111

1111

8.3058.3058.3058.305

821.78 82.18 D

T20 40.000-30.000

7.16 7311.46 A B C D

0.107 0.107 0.107 0.107

3.4173.4173.4173.417

0.5760.5760.5760.576

1111

1111

11.91011.91011.91011.910

1066.40 106.64 D

T21 30.000-20.000

7.16 8023.74 A B C D

0.1 0.1 0.1 0.1

3.4493.4493.4493.449

0.5750.5750.5750.575

1111

1111

12.66412.66412.66412.664

1039.78 103.98 D

T22 20.000-10.000

7.16 10531.05 A B C D

0.123 0.119 0.119 0.116

3.3333.3523.3523.372

0.5780.5770.5770.577

1111

1111

17.40416.85616.85616.307

1193.38 119.34 A

T23 10.000-0.000

7.16 11113.53 A B C D

0.12 0.116 0.116 0.112

3.3523.3713.371

3.39

0.5770.5770.5770.576

1111

1111

18.63118.02518.02517.418

1145.99 114.60 A

Sum Weight: 147.71 76775.05 OTM 682235 kg-m

11260.72

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 154.000-150.0

00

3.62 340.45 A B C D

0.214 0.214 0.214 0.214

2.922.922.922.92

0.5930.5930.5930.593

1.1611.1611.1611.161

1.1611.1611.1611.161

1.3281.3281.3281.328

154.59 38.65 D

T2 150.000-144.0

00

3.62 475.37 A B C D

0.201 0.201 0.201 0.201

2.9752.9752.9752.975

0.5910.5910.5910.591

1.1511.1511.1511.151

1.1511.1511.1511.151

1.8561.8561.8561.856

218.07 36.34 D

T3 144.000-138.0

00

4.46 615.13 A B C D

0.218 0.218 0.218 0.218

2.9052.9052.9052.905

0.5940.5940.5940.594

1.1631.1631.1631.163

1.1631.1631.1631.163

2.0452.0452.0452.045

231.80 38.63 D

T4 138.000-132.0

00

5.37 1003.44 A B C

0.239 0.239 0.239

2.8192.8192.819

0.5990.5990.599

1.1791.1791.179

1.1791.1791.179

2.2732.2732.273

246.97 41.16 D

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ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2 REFORZADA

Page 23 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 16:01:52 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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

D 0.239 2.819 0.599 1.179 1.179 2.273T5

132.000-126.000

5.37 1501.73 A B C D

0.271 0.271 0.271 0.271

2.6942.6942.6942.694

0.6080.6080.6080.608

1.21.21.21.2

1.21.21.21.2

2.6582.6582.6582.658

272.35 45.39 D

T6 126.000-120.0

00

5.37 1618.44 A B C D

0.277 0.277 0.277 0.277

2.6742.6742.6742.674

0.6090.6090.6090.609

1.21.21.21.2

1.21.21.21.2

2.7092.7092.7092.709

271.88 45.31 D

T7 120.000-115.0

00

6.26 1546.89 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

2.6332.6332.6332.633

284.51 56.90 D

T8 115.000-110.0

00

6.26 1321.68 A B C D

0.204 0.204 0.204 0.204

2.9622.9622.9622.962

0.5910.5910.5910.591

1.1531.1531.1531.153

1.1531.1531.1531.153

3.3963.3963.3963.396

368.01 73.60 D

T9 110.000-105.0

00

7.16 1447.97 A B C D

0.199 0.199 0.199 0.199

2.9842.9842.9842.984

0.590.590.590.59

1.1491.1491.1491.149

1.1491.1491.1491.149

3.3023.3023.3023.302

355.87 71.17 D

T10 105.000-100.0

00

7.16 1473.38 A B C D

0.201 0.201 0.201 0.201

2.9752.9752.9752.975

0.5910.5910.5910.591

1.1511.1511.1511.151

1.1511.1511.1511.151

3.3443.3443.3443.344

354.39 70.88 D

T11 100.000-95.00

0

7.16 1657.06 A B C D

0.199 0.199 0.199 0.199

2.9852.9852.9852.985

0.590.590.590.59

1.1491.1491.1491.149

1.1491.1491.1491.149

3.3023.3023.3023.302

346.12 69.22 D

T12 95.000-90.000

7.16 2149.22 A B C D

0.239 0.239 0.239 0.239

2.8172.8172.8172.817

0.5990.5990.5990.599

1.181.181.181.18

1.181.181.181.18

4.0714.0714.0714.071

396.68 79.34 D

T13 90.000-85.000

7.16 2349.91 A B C D

0.189 0.189 0.189 0.189

3.0273.0273.0273.027

0.5880.5880.5880.588

1.1421.1421.1421.142

1.1421.1421.1421.142

3.5123.5123.5123.512

361.97 72.39 D

T14 85.000-80.000

7.16 1866.80 A B C D

0.164 0.164 0.164 0.164

3.143.143.143.14

0.5840.5840.5840.584

1.1231.1231.1231.123

1.1231.1231.1231.123

3.6673.6673.6673.667

385.53 77.11 D

T15 80.000-75.000

7.16 2015.69 A B C D

0.147 0.147 0.147 0.147

3.223.223.223.22

0.5810.5810.5810.581

1.111.111.111.11

1.111.111.111.11

3.8433.8433.8433.843

407.02 81.40 D

T16 75.000-67.500

7.16 3681.11 A B C D

0.119 0.119 0.119 0.119

3.3553.3553.3553.355

0.5770.5770.5770.577

1.0891.0891.0891.089

1.0891.0891.0891.089

5.4795.4795.4795.479

590.10 78.68 D

T17 67.500-60.000

7.16 3906.22 A B C D

0.118 0.118 0.118 0.118

3.3583.3583.3583.358

0.5770.5770.5770.577

1.0891.0891.0891.089

1.0891.0891.0891.089

6.5146.5146.5146.514

680.30 90.71 D

T18 60.000-50.000

7.16 5117.38 A B C D

0.096 0.096 0.096 0.096

3.4713.4713.4713.471

0.5750.5750.5750.575

1.0721.0721.0721.072

1.0721.0721.0721.072

8.2408.2408.2408.240

852.90 85.29 D

T19 50.000-40.000

7.16 5559.68 A B C

0.088 0.088 0.088

3.5143.5143.514

0.5740.5740.574

1.0661.0661.066

1.0661.0661.066

8.8508.8508.850

875.71 87.57 D

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RRIISSAATToowweerr Job

ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2 REFORZADA

Page 24 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 16:01:52 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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

D 0.088 3.514 0.574 1.066 1.066 8.850T20

40.000-30.000 7.16 7311.46 A

B C D

0.107 0.107 0.107 0.107

3.4173.4173.4173.417

0.5760.5760.5760.576

1.081.081.081.08

1.081.081.081.08

12.86112.86112.86112.861

1151.61 115.16 D

T21 30.000-20.000

7.16 8023.74 A B C D

0.1 0.1 0.1 0.1

3.4493.4493.4493.449

0.5750.5750.5750.575

1.0751.0751.0751.075

1.0751.0751.0751.075

13.61513.61513.61513.615

1117.87 111.79 D

T22 20.000-10.000

7.16 10531.05 A B C D

0.123 0.119 0.119 0.116

3.3333.3523.3523.372

0.5780.5770.5770.577

1.0921.091.09

1.087

1.0921.091.09

1.087

19.01318.36518.36517.721

1303.75 130.38 A

T23 10.000-0.000

7.16 11113.53 A B C D

0.12 0.116 0.116 0.112

3.3523.3713.371

3.39

0.5770.5770.5770.576

1.091.0871.0871.084

1.091.0871.0871.084

20.30219.58819.58818.879

1248.75 124.88 A

Sum Weight: 147.71 76775.05 OTM 770808 kg-m

12476.74

Discrete Appurtenance Vectors - No Ice

ANTENA VHF BAND III 4 DIPO AT13-240 - Elevation 141.200-144.000 - From Face C Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 11.53 0.00 -11.53 -1645 -44 7

45 8.16 8.16 8.16 -8.16 -1163 -1207 590 11.53 0.00 11.53 0.00 0 -1689 0

ANTENA VHF BAND III 4 DIPO AT13-240 - Elevation 138.300-141.100 - From Face C Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 11.47 0.00 -11.47 -1602 -44 7

45 8.11 8.11 8.11 -8.11 -1133 -1177 590 11.47 0.00 11.47 0.00 0 -1646 0

ANTENA VHF BAND III 4 DIPO AT13-240 - Elevation 135.400-138.200 - From Face C Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 11.40 0.00 -11.40 -1559 -44 7

45 8.06 8.06 8.06 -8.06 -1103 -1147 590 11.40 0.00 11.40 0.00 0 -1603 0

ANTENA VHF BAND III 4 DIPO AT13-240 - Elevation 132.500-135.300 - From Face D Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m

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RRIISSAATToowweerr Job

ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2 REFORZADA

Page 25 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 16:01:52 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

Designed by Ing. Jaime Gutierrez C.

ANTENA VHF BAND III 4 DIPO AT13-240 - Elevation 132.500-135.300 - From Face D Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 11.33 0.00 0.00 -11.33 -1473 0 0

45 8.01 8.01 8.01 -8.01 -1028 -1073 590 0.00 11.33 11.33 0.00 44 -1517 7

ANTENA VHF BAND III 4 DIPO AT13-240 - Elevation 129.600-132.400 - From Face C Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 11.26 0.00 -11.26 -1475 -44 7

45 7.96 7.96 7.96 -7.96 -1043 -1087 590 11.26 0.00 11.26 0.00 0 -1519 0

ANTENA VHF BAND III 4 DIPO AT13-240 - Elevation 126.700-129.500 - From Face D Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 11.19 0.00 0.00 -11.19 -1389 0 0

45 7.91 7.91 7.91 -7.91 -969 -1013 590 0.00 11.19 11.19 0.00 44 -1433 7

ANTENA VHF BAND III 4 DIPO AT13-240 - Elevation 123.800-126.600 - From Face C Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 11.11 0.00 -11.11 -1391 -44 7

45 7.86 7.86 7.86 -7.86 -984 -1028 590 11.11 0.00 11.11 0.00 0 -1436 0

ANTENA VHF BAND III 4 DIPO AT13-240 - Elevation 120.900-123.700 - From Face D Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 11.04 0.00 0.00 -11.04 -1306 0 0

45 7.81 7.81 7.81 -7.81 -910 -955 590 0.00 11.04 11.04 0.00 44 -1350 7

ANTENA VHF BAND III 4 DIPO AT13-240 - Elevation 141.200-144.000 - From Face C Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 11.53 0.00 -11.53 -1645 -44 7

45 8.16 8.16 8.16 -8.16 -1163 -1207 590 11.53 0.00 11.53 0.00 0 -1689 0

ANTENA VHF BAND III 4 DIPO AT13-240 - Elevation 138.300-141.100 - From Face C Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 11.47 0.00 -11.47 -1602 -44 7

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RRIISSAATToowweerr Job

ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2 REFORZADA

Page 26 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 16:01:52 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

Designed by Ing. Jaime Gutierrez C.

ANTENA VHF BAND III 4 DIPO AT13-240 - Elevation 138.300-141.100 - From Face C Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 45 8.11 8.11 8.11 -8.11 -1133 -1177 590 11.47 0.00 11.47 0.00 0 -1646 0

ANTENA VHF BAND III 4 DIPO AT13-240 - Elevation 135.400-138.200 - From Face C Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 11.40 0.00 -11.40 -1559 -44 7

45 8.06 8.06 8.06 -8.06 -1103 -1147 590 11.40 0.00 11.40 0.00 0 -1603 0

ANTENA VHF BAND III 4 DIPO AT13-240 - Elevation 132.500-135.300 - From Face C Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 11.33 0.00 -11.33 -1517 -44 7

45 8.01 8.01 8.01 -8.01 -1073 -1117 590 11.33 0.00 11.33 0.00 0 -1561 0

PANEL FM KATHREIN - Elevation 112.100-115.000 - From Face C Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 4.77 0.00 -4.77 -542 -35 7

45 3.37 3.37 3.37 -3.37 -383 -418 590 4.77 0.00 4.77 0.00 0 -577 0

PANEL FM KATHREIN - Elevation 108.900-111.800 - From Face C Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 4.73 0.00 -4.73 -522 -35 7

45 3.35 3.35 3.35 -3.35 -369 -404 590 4.73 0.00 4.73 0.00 0 -557 0

PANEL FM KATHREIN - Elevation 105.700-108.600 - From Face C Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 4.69 0.00 -4.69 -503 -35 7

45 3.32 3.32 3.32 -3.32 -356 -391 590 4.69 0.00 4.69 0.00 0 -538 0

RYMSA UHF/AT15-250 PANEL - Elevation 153.000-154.000 - From Face A Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 58.08 0.00 -58.08 -8915 7 -38

45 75.18 41.07 75.18 -41.07 -6304 -11534 -27

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ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2 REFORZADA

Page 27 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 16:01:52 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

Designed by Ing. Jaime Gutierrez C.

RYMSA UHF/AT15-250 PANEL - Elevation 153.000-154.000 - From Face A Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 90 106.32 0.00 106.32 0.00 0 -16314 0

RYMSA UHF/AT15-250 PANEL - Elevation 152.000-153.000 - From Face A Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 57.97 0.00 -57.97 -8841 7 -38

45 75.04 40.99 75.04 -40.99 -6251 -11437 -2790 106.12 0.00 106.12 0.00 0 -16177 0

RYMSA UHF/AT15-250 PANEL - Elevation 151.000-152.000 - From Face A Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 57.86 0.00 -57.86 -8766 7 -38

45 74.90 40.91 74.90 -40.91 -6199 -11341 -2790 105.92 0.00 105.92 0.00 0 -16041 0

RYMSA UHF/AT15-250 PANEL - Elevation 150.000-151.000 - From Face A Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 57.75 0.00 -57.75 -8692 7 -38

45 74.76 40.84 74.76 -40.84 -6146 -11244 -2790 105.72 0.00 105.72 0.00 0 -15905 0

RYMSA UHF/AT15-250 PANEL - Elevation 149.000-150.000 - From Face A Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 57.64 0.00 -57.64 -8618 7 -37

45 74.62 40.76 74.62 -40.76 -6094 -11148 -2690 105.52 0.00 105.52 0.00 0 -15769 0

RYMSA UHF/AT15-250 PANEL - Elevation 148.000-149.000 - From Face A Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 57.53 0.00 -57.53 -8544 7 -37

45 74.47 40.68 74.47 -40.68 -6041 -11053 -2690 105.32 0.00 105.32 0.00 0 -15633 0

RYMSA UHF/AT15-250 PANEL - Elevation 147.000-148.000 - From Face A Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 57.42 0.00 -57.42 -8470 7 -37

45 74.33 40.60 74.33 -40.60 -5989 -10957 -26

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ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2 REFORZADA

Page 28 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 16:01:52 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

Designed by Ing. Jaime Gutierrez C.

RYMSA UHF/AT15-250 PANEL - Elevation 147.000-148.000 - From Face A Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 90 105.12 0.00 105.12 0.00 0 -15498 0

RYMSA UHF/AT15-250 PANEL - Elevation 146.000-147.000 - From Face A Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 57.31 0.00 -57.31 -8396 7 -37

45 74.18 40.52 74.18 -40.52 -5937 -10861 -2690 104.91 0.00 104.91 0.00 0 -15363 0

RYMSA UHF/AT15-250 PANEL - Elevation 145.000-146.000 - From Face A Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 57.20 0.00 -57.20 -8322 7 -37

45 74.04 40.45 74.04 -40.45 -5885 -10766 -2690 104.71 0.00 104.71 0.00 0 -15228 0

RYMSA UHF/AT15-250 PANEL - Elevation 144.000-145.000 - From Face A Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 57.09 0.00 -57.09 -8249 7 -37

45 73.89 40.37 73.89 -40.37 -5833 -10671 -2690 104.50 0.00 104.50 0.00 0 -15094 0

RYMSA UHF/AT15-250 PANEL - Elevation 153.000-154.000 - From Face B Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 106.32 0.00 0.00 -106.32 -16327 0 0

45 75.18 41.07 41.07 -75.18 -11547 -6304 -2790 0.00 58.08 58.08 0.00 -7 -8915 -38

RYMSA UHF/AT15-250 PANEL - Elevation 152.000-153.000 - From Face B Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 106.12 0.00 0.00 -106.12 -16190 0 0

45 75.04 40.99 40.99 -75.04 -11450 -6251 -2790 0.00 57.97 57.97 0.00 -7 -8841 -38

RYMSA UHF/AT15-250 PANEL - Elevation 151.000-152.000 - From Face B Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 105.92 0.00 0.00 -105.92 -16054 0 0

45 74.90 40.91 40.91 -74.90 -11354 -6199 -27

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ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2 REFORZADA

Page 29 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 16:01:52 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

Designed by Ing. Jaime Gutierrez C.

RYMSA UHF/AT15-250 PANEL - Elevation 151.000-152.000 - From Face B Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 90 0.00 57.86 57.86 0.00 -7 -8766 -38

RYMSA UHF/AT15-250 PANEL - Elevation 150.000-151.000 - From Face B Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 105.72 0.00 0.00 -105.72 -15918 0 0

45 74.76 40.84 40.84 -74.76 -11257 -6146 -2790 0.00 57.75 57.75 0.00 -7 -8692 -38

RYMSA UHF/AT15-250 PANEL - Elevation 149.000-150.000 - From Face B Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 105.52 0.00 0.00 -105.52 -15782 0 0

45 74.62 40.76 40.76 -74.62 -11161 -6094 -2690 0.00 57.64 57.64 0.00 -7 -8618 -37

RYMSA UHF/AT15-250 PANEL - Elevation 148.000-149.000 - From Face B Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 105.32 0.00 0.00 -105.32 -15646 0 0

45 74.47 40.68 40.68 -74.47 -11066 -6041 -2690 0.00 57.53 57.53 0.00 -7 -8544 -37

RYMSA UHF/AT15-250 PANEL - Elevation 147.000-148.000 - From Face B Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 105.12 0.00 0.00 -105.12 -15511 0 0

45 74.33 40.60 40.60 -74.33 -10970 -5989 -2690 0.00 57.42 57.42 0.00 -7 -8470 -37

RYMSA UHF/AT15-250 PANEL - Elevation 146.000-147.000 - From Face B Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 104.91 0.00 0.00 -104.91 -15376 0 0

45 74.18 40.52 40.52 -74.18 -10874 -5937 -2690 0.00 57.31 57.31 0.00 -7 -8396 -37

Discrete Appurtenance Totals - No Ice

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RRIISSAATToowweerr Job

ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2 REFORZADA

Page 30 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 16:01:52 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

Designed by Ing. Jaime Gutierrez C.

Wind Azimuth

°

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 -1571.06 -232345 -438 -288

45 1178.03 -1110.91 -164269 -174520 -40090 1665.99 0.00 81 -246627 -278

Discrete Appurtenance Vectors - Service

ANTENA VHF BAND III 4 DIPO AT13-240 - Elevation 141.200-144.000 - From Face C Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 2.88 0.00 -2.88 -411 -44 2

45 2.04 2.04 2.04 -2.04 -291 -335 190 2.88 0.00 2.88 0.00 0 -455 0

ANTENA VHF BAND III 4 DIPO AT13-240 - Elevation 138.300-141.100 - From Face C Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 2.87 0.00 -2.87 -400 -44 2

45 2.03 2.03 2.03 -2.03 -283 -327 190 2.87 0.00 2.87 0.00 0 -445 0

ANTENA VHF BAND III 4 DIPO AT13-240 - Elevation 135.400-138.200 - From Face C Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 2.85 0.00 -2.85 -390 -44 2

45 2.01 2.01 2.01 -2.01 -276 -320 190 2.85 0.00 2.85 0.00 0 -434 0

ANTENA VHF BAND III 4 DIPO AT13-240 - Elevation 132.500-135.300 - From Face D Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 2.83 0.00 0.00 -2.83 -335 0 0

45 2.00 2.00 2.00 -2.00 -224 -268 190 0.00 2.83 2.83 0.00 44 -379 2

ANTENA VHF BAND III 4 DIPO AT13-240 - Elevation 129.600-132.400 - From Face C Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 2.81 0.00 -2.81 -369 -44 2

45 1.99 1.99 1.99 -1.99 -261 -305 190 2.81 0.00 2.81 0.00 0 -413 0

ANTENA VHF BAND III 4 DIPO AT13-240 - Elevation 126.700-129.500 - From Face D

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ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2 REFORZADA

Page 31 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 16:01:52 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

Designed by Ing. Jaime Gutierrez C.

Wind Azimuth

°

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 2.80 0.00 0.00 -2.80 -314 0 0

45 1.98 1.98 1.98 -1.98 -209 -253 190 0.00 2.80 2.80 0.00 44 -358 2

ANTENA VHF BAND III 4 DIPO AT13-240 - Elevation 123.800-126.600 - From Face C Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 2.78 0.00 -2.78 -348 -44 2

45 1.96 1.96 1.96 -1.96 -246 -290 190 2.78 0.00 2.78 0.00 0 -392 0

ANTENA VHF BAND III 4 DIPO AT13-240 - Elevation 120.900-123.700 - From Face D Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 2.76 0.00 0.00 -2.76 -293 0 0

45 1.95 1.95 1.95 -1.95 -194 -239 190 0.00 2.76 2.76 0.00 44 -338 2

ANTENA VHF BAND III 4 DIPO AT13-240 - Elevation 141.200-144.000 - From Face C Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 2.88 0.00 -2.88 -411 -44 2

45 2.04 2.04 2.04 -2.04 -291 -335 190 2.88 0.00 2.88 0.00 0 -455 0

ANTENA VHF BAND III 4 DIPO AT13-240 - Elevation 138.300-141.100 - From Face C Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 2.87 0.00 -2.87 -400 -44 2

45 2.03 2.03 2.03 -2.03 -283 -327 190 2.87 0.00 2.87 0.00 0 -445 0

ANTENA VHF BAND III 4 DIPO AT13-240 - Elevation 135.400-138.200 - From Face C Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 2.85 0.00 -2.85 -390 -44 2

45 2.01 2.01 2.01 -2.01 -276 -320 190 2.85 0.00 2.85 0.00 0 -434 0

ANTENA VHF BAND III 4 DIPO AT13-240 - Elevation 132.500-135.300 - From Face C Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 2.83 0.00 -2.83 -379 -44 2

45 2.00 2.00 2.00 -2.00 -268 -312 1

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ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2 REFORZADA

Page 32 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 16:01:52 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

Designed by Ing. Jaime Gutierrez C.

ANTENA VHF BAND III 4 DIPO AT13-240 - Elevation 132.500-135.300 - From Face C Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 90 2.83 0.00 2.83 0.00 0 -423 0

PANEL FM KATHREIN - Elevation 112.100-115.000 - From Face C Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 1.19 0.00 -1.19 -135 -35 2

45 0.84 0.84 0.84 -0.84 -96 -131 190 1.19 0.00 1.19 0.00 0 -170 0

PANEL FM KATHREIN - Elevation 108.900-111.800 - From Face C Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 1.18 0.00 -1.18 -131 -35 2

45 0.84 0.84 0.84 -0.84 -92 -127 190 1.18 0.00 1.18 0.00 0 -166 0

PANEL FM KATHREIN - Elevation 105.700-108.600 - From Face C Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 1.17 0.00 -1.17 -126 -35 2

45 0.83 0.83 0.83 -0.83 -89 -124 190 1.17 0.00 1.17 0.00 0 -161 0

RYMSA UHF/AT15-250 PANEL - Elevation 153.000-154.000 - From Face A Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 14.52 0.00 -14.52 -2229 7 -9

45 18.80 10.27 18.80 -10.27 -1576 -2879 -790 26.58 0.00 26.58 0.00 0 -4074 0

RYMSA UHF/AT15-250 PANEL - Elevation 152.000-153.000 - From Face A Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 14.49 0.00 -14.49 -2210 7 -9

45 18.76 10.25 18.76 -10.25 -1563 -2854 -790 26.53 0.00 26.53 0.00 0 -4039 0

RYMSA UHF/AT15-250 PANEL - Elevation 151.000-152.000 - From Face A Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 14.47 0.00 -14.47 -2192 7 -9

45 18.72 10.23 18.72 -10.23 -1550 -2830 -7

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ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2 REFORZADA

Page 33 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 16:01:52 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

Designed by Ing. Jaime Gutierrez C.

RYMSA UHF/AT15-250 PANEL - Elevation 151.000-152.000 - From Face A Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 90 26.48 0.00 26.48 0.00 0 -4005 0

RYMSA UHF/AT15-250 PANEL - Elevation 150.000-151.000 - From Face A Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 14.44 0.00 -14.44 -2173 7 -9

45 18.69 10.21 18.69 -10.21 -1537 -2806 -790 26.43 0.00 26.43 0.00 0 -3971 0

RYMSA UHF/AT15-250 PANEL - Elevation 149.000-150.000 - From Face A Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 14.41 0.00 -14.41 -2154 7 -9

45 18.65 10.19 18.65 -10.19 -1523 -2782 -790 26.38 0.00 26.38 0.00 0 -3937 0

RYMSA UHF/AT15-250 PANEL - Elevation 148.000-149.000 - From Face A Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 14.38 0.00 -14.38 -2136 7 -9

45 18.62 10.17 18.62 -10.17 -1510 -2758 -790 26.33 0.00 26.33 0.00 0 -3903 0

RYMSA UHF/AT15-250 PANEL - Elevation 147.000-148.000 - From Face A Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 14.36 0.00 -14.36 -2117 7 -9

45 18.58 10.15 18.58 -10.15 -1497 -2734 -790 26.28 0.00 26.28 0.00 0 -3870 0

RYMSA UHF/AT15-250 PANEL - Elevation 146.000-147.000 - From Face A Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 14.33 0.00 -14.33 -2099 7 -9

45 18.55 10.13 18.55 -10.13 -1484 -2710 -790 26.23 0.00 26.23 0.00 0 -3836 0

RYMSA UHF/AT15-250 PANEL - Elevation 145.000-146.000 - From Face A Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 14.30 0.00 -14.30 -2081 7 -9

45 18.51 10.11 18.51 -10.11 -1471 -2687 -7

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Page 34 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 16:01:52 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

Designed by Ing. Jaime Gutierrez C.

RYMSA UHF/AT15-250 PANEL - Elevation 145.000-146.000 - From Face A Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 90 26.18 0.00 26.18 0.00 0 -3802 0

RYMSA UHF/AT15-250 PANEL - Elevation 144.000-145.000 - From Face A Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 14.27 0.00 -14.27 -2062 7 -9

45 18.47 10.09 18.47 -10.09 -1458 -2663 -790 26.13 0.00 26.13 0.00 0 -3769 0

RYMSA UHF/AT15-250 PANEL - Elevation 153.000-154.000 - From Face B Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 26.58 0.00 0.00 -26.58 -4087 0 0

45 18.80 10.27 10.27 -18.80 -2892 -1576 -790 0.00 14.52 14.52 0.00 -7 -2229 -9

RYMSA UHF/AT15-250 PANEL - Elevation 152.000-153.000 - From Face B Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 26.53 0.00 0.00 -26.53 -4052 0 0

45 18.76 10.25 10.25 -18.76 -2867 -1563 -790 0.00 14.49 14.49 0.00 -7 -2210 -9

RYMSA UHF/AT15-250 PANEL - Elevation 151.000-152.000 - From Face B Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 26.48 0.00 0.00 -26.48 -4018 0 0

45 18.72 10.23 10.23 -18.72 -2843 -1550 -790 0.00 14.47 14.47 0.00 -7 -2192 -9

RYMSA UHF/AT15-250 PANEL - Elevation 150.000-151.000 - From Face B Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 26.43 0.00 0.00 -26.43 -3984 0 0

45 18.69 10.21 10.21 -18.69 -2819 -1537 -790 0.00 14.44 14.44 0.00 -7 -2173 -9

RYMSA UHF/AT15-250 PANEL - Elevation 149.000-150.000 - From Face B Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 26.38 0.00 0.00 -26.38 -3950 0 0

45 18.65 10.19 10.19 -18.65 -2795 -1523 -7

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Page 35 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 16:01:52 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

Designed by Ing. Jaime Gutierrez C.

RYMSA UHF/AT15-250 PANEL - Elevation 149.000-150.000 - From Face B Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 90 0.00 14.41 14.41 0.00 -7 -2154 -9

RYMSA UHF/AT15-250 PANEL - Elevation 148.000-149.000 - From Face B Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 26.33 0.00 0.00 -26.33 -3916 0 0

45 18.62 10.17 10.17 -18.62 -2771 -1510 -790 0.00 14.38 14.38 0.00 -7 -2136 -9

RYMSA UHF/AT15-250 PANEL - Elevation 147.000-148.000 - From Face B Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 26.28 0.00 0.00 -26.28 -3883 0 0

45 18.58 10.15 10.15 -18.58 -2747 -1497 -790 0.00 14.36 14.36 0.00 -7 -2117 -9

RYMSA UHF/AT15-250 PANEL - Elevation 146.000-147.000 - From Face B Wind

Azimuth °

Fa

kg

Fs

kg

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 26.23 0.00 0.00 -26.23 -3849 0 0

45 18.55 10.13 10.13 -18.55 -2723 -1484 -790 0.00 14.33 14.33 0.00 -7 -2099 -9

Discrete Appurtenance Totals - Service

Wind Azimuth

°

Vx

kg

Vz

kg

OTMx

kg-m

OTMz

kg-m

Torque

kg-m 0 0.00 -392.77 -58026 -438 -72

45 294.51 -277.73 -41007 -43958 -10090 416.50 0.00 81 -61985 -70

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 41209.26 Bracing Weight 35418.08 Total Member Self-Weight 76627.34 81 -438 Gusset Weight 147.71 Total Weight 77846.02 81 -438

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Page 36 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 16:01:52 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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 Wind 0 deg - No Ice 0.00 -46613.94 -2961285 -438 -288Wind 45 deg - No Ice 36467.57 -36400.45 -2344444 -2354695 -400Wind 90 deg - No Ice 46708.86 0.00 81 -2975567 -278Total Weight 77846.02 81 -438 Wind 0 deg - Service 0.00 -11653.48 -740261 -438 -72Wind 45 deg - Service 9116.89 -9100.11 -586051 -589002 -100Wind 90 deg - Service 11677.22 0.00 81 -744220 -70

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 0 deg - Service 6 Dead+Wind 45 deg - Service 7 Dead+Wind 90 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 154 - 150 Leg Max Tension 3 739.80 4 2

Max. Compression 3 -888.30 -1 -3 Max. Mx 3 -104.56 7 -7 Max. My 3 -104.56 7 -7 Max. Vy 4 -38.09 6 0 Max. Vx 2 38.19 0 -6 Diagonal Max Tension 2 510.84 0 0 Max. Compression 4 -515.66 0 0 Max. Mx 4 402.54 0 0 Max. My 3 82.36 0 0 Max. Vy 4 1.55 0 0 Max. Vx 3 0.09 0 0 Horizontal Max Tension 2 71.85 0 0 Max. Compression 4 -71.53 0 0 Max. Mx 3 -34.21 0 0 Max. My 3 47.05 0 0 Max. Vy 3 1.18 0 0 Max. Vx 3 -0.65 0 0 Top Girt Max Tension 2 8.79 0 0 Max. Compression 2 -10.89 0 0 Max. Mx 1 -1.47 -1 0 Max. My 3 6.86 0 0 Max. Vy 1 2.94 0 0 Max. Vx 3 -0.00 0 0

T2 150 - 144 Leg Max Tension 3 6639.87 -2 -3 Max. Compression 3 -7018.45 8 7 Max. Mx 3 -259.11 20 -19 Max. My 3 -259.11 20 -19

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Page 37 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 16:01:52 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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 3 -41.80 20 -19 Max. Vx 3 38.90 15 -14 Diagonal Max Tension 4 1327.75 0 0 Max. Compression 4 -1342.26 0 0 Max. Mx 4 699.18 0 0 Max. My 3 368.14 0 0 Max. Vy 4 1.55 0 0 Max. Vx 3 0.08 0 0 Horizontal Max Tension 3 67.64 0 -1 Max. Compression 3 -71.51 0 1 Max. Mx 2 -21.30 0 0 Max. My 3 -11.43 0 1 Max. Vy 2 1.49 0 0 Max. Vx 3 -1.58 0 0

T3 144 - 138 Leg Max Tension 3 17257.79 -20 -20 Max. Compression 3 -17887.53 25 23 Max. Mx 3 -404.67 50 -48 Max. My 3 -739.21 -47 50 Max. Vy 4 -83.22 50 -16 Max. Vx 4 -82.63 -16 49 Diagonal Max Tension 4 1745.33 0 0 Max. Compression 4 -1748.17 0 0 Max. Mx 4 1468.79 0 0 Max. My 3 796.99 0 0 Max. Vy 4 1.55 0 0 Max. Vx 3 0.07 0 0 Horizontal Max Tension 4 146.56 0 0 Max. Compression 4 -161.24 0 0 Max. Mx 4 -115.97 1 0 Max. My 3 -68.82 1 1 Max. Vy 4 -1.94 1 0 Max. Vx 3 2.23 1 1

T4 138 - 132 Leg Max Tension 3 31565.60 -39 -37 Max. Compression 3 -31799.65 43 41 Max. Mx 4 -18426.50 86 -27 Max. My 3 -1351.46 -81 87 Max. Vy 4 139.43 -53 -19 Max. Vx 4 139.51 -27 86 Diagonal Max Tension 4 2168.78 0 0 Max. Compression 4 -2196.84 0 0 Max. Mx 4 1867.47 -1 0 Max. My 4 -239.48 0 0 Max. Vy 4 1.94 0 0 Max. Vx 4 0.08 0 0 Horizontal Max Tension 4 239.92 1 0 Max. Compression 4 -261.17 0 0 Max. Mx 4 239.24 1 0 Max. My 3 -137.77 1 2 Max. Vy 4 1.92 1 0 Max. Vx 3 2.99 1 2

T5 132 - 126 Leg Max Tension 3 50486.37 -74 -72 Max. Compression 3 -49403.59 126 118 Max. Mx 3 -2266.42 251 -237 Max. My 3 -3406.76 -232 251 Max. Vy 4 -362.41 -121 -56 Max. Vx 4 -360.36 -78 240 Diagonal Max Tension 3 2654.44 0 0 Max. Compression 4 -2575.90 0 0 Max. Mx 4 2228.66 -1 0 Max. My 4 -247.04 0 0 Max. Vy 4 1.94 0 0

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ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2 REFORZADA

Page 38 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 16:01:52 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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 0.07 0 0 Horizontal Max Tension 4 565.56 0 0 Max. Compression 4 -564.59 0 0 Max. Mx 4 -561.86 1 0 Max. My 3 -399.17 0 3 Max. Vy 4 -1.61 1 0 Max. Vx 3 4.50 0 0

T6 126 - 120 Leg Max Tension 3 71913.01 -177 -169 Max. Compression 3 -67512.31 -188 -188 Max. Mx 3 -3691.66 421 -390 Max. My 3 -5092.48 -387 425 Max. Vy 4 -572.89 -185 -59 Max. Vx 4 -572.82 -137 388 Diagonal Max Tension 3 4895.75 0 0 Max. Compression 3 -4037.21 0 0 Max. Mx 4 2710.56 -1 0 Max. My 3 -3621.38 0 0 Max. Vy 4 2.54 0 0 Max. Vx 3 0.09 0 0 Horizontal Max Tension 4 800.32 0 0 Max. Compression 4 -834.42 0 0 Max. Mx 4 500.20 6 1 Max. My 3 -617.22 3 4 Max. Vy 4 10.39 6 1 Max. Vx 3 6.88 0 0

T7 120 - 115 Leg Max Tension 3 62620.84 -68 -68 Max. Compression 3 -59385.30 126 120 Max. Mx 3 -52044.07 247 247 Max. My 3 -52044.07 247 247 Max. Vy 3 -323.17 -157 -155 Max. Vx 3 -321.69 -157 -155 Diagonal Max Tension 3 10733.02 0 0 Max. Compression 4 -9784.62 0 0 Max. Mx 4 -3677.59 -3 0 Max. My 3 2136.91 0 -1 Max. Vy 4 -6.42 0 0 Max. Vx 3 1.36 0 0 Horizontal Max Tension 3 498.57 3 -4 Max. Compression 3 -570.03 0 27 Max. Mx 4 -191.28 5 3 Max. My 3 -4.50 -4 -30 Max. Vy 4 -8.18 5 3 Max. Vx 3 35.57 -4 -30 Top Girt Max Tension 4 4491.01 0 0 Max. Compression 4 -5086.66 0 0 Max. Mx 2 -4973.84 -1 0 Max. My 3 3590.71 0 0 Max. Vy 2 2.91 0 0 Max. Vx 3 -0.44 0 0

T8 115 - 110 Leg Max Tension 3 48364.94 -165 -164 Max. Compression 3 -49359.81 81 81 Max. Mx 4 -33353.09 621 -34 Max. My 4 -33381.87 -32 620 Max. Vy 4 -671.32 621 -34 Max. Vx 4 -667.75 -32 620 Diagonal Max Tension 3 4833.51 8 -15 Max. Compression 3 -4540.31 0 0 Max. Mx 3 2750.10 15 -22 Max. My 3 -3649.57 0 -31 Max. Vy 3 13.33 15 -22 Max. Vx 3 -21.51 0 0

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Page 39 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 16:01:52 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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 Horizontal Max Tension 4 232.97 0 0 Max. Compression 3 -322.43 3 -2 Max. Mx 4 -277.29 3 -5 Max. My 3 213.55 -1 8 Max. Vy 4 5.57 3 -5 Max. Vx 3 -5.63 -1 8 Top Girt Max Tension 4 3584.99 0 0 Max. Compression 4 -3188.52 0 0 Max. Mx 1 279.58 -9 0 Max. My 3 -2431.87 0 0 Max. Vy 1 12.76 0 0 Max. Vx 3 -0.00 0 0 Redund Horz 1

Bracing Max Tension 4 859.72 0 0

Max. Compression 4 -761.87 0 0 Max. Mx 1 41.47 0 0 Max. My 3 596.45 0 0 Max. Vy 1 0.80 0 0 Max. Vx 3 0.00 0 0 Redund Diag 1

Bracing Max Tension 4 804.89 0 0

Max. Compression 4 -878.92 0 0 Max. Mx 4 593.97 0 0 Max. My 4 804.89 0 0 Max. Vy 4 0.82 0 0 Max. Vx 4 0.02 0 0 Redund Hip 1

Bracing Max Tension 3 54.86 0 0

Max. Compression 3 -37.72 0 0 Max. Mx 1 0.22 0 0 Max. My 3 -37.67 0 0 Max. Vy 1 1.13 0 0 Max. Vx 3 0.00 0 0

T9 110 - 105 Leg Max Tension 3 61346.82 -70 -71 Max. Compression 3 -62500.56 390 388 Max. Mx 4 -41445.91 621 -33 Max. My 4 -41482.95 -32 620 Max. Vy 3 640.11 -335 -341 Max. Vx 3 635.93 -335 -341 Diagonal Max Tension 4 5344.69 7 0 Max. Compression 4 -5446.17 0 0 Max. Mx 3 3770.93 25 -26 Max. My 3 3588.90 25 27 Max. Vy 3 21.02 25 -26 Max. Vx 3 18.68 25 27 Horizontal Max Tension 4 319.10 2 8 Max. Compression 3 -437.66 0 -4 Max. Mx 4 318.14 2 8 Max. My 4 319.10 2 8 Max. Vy 4 3.88 2 8 Max. Vx 4 -5.48 2 8 Redund Horz 1

Bracing Max Tension 3 937.51 0 0

Max. Compression 3 -1006.82 0 0 Max. Mx 1 38.57 0 0 Max. My 3 297.85 0 0 Max. Vy 1 0.80 0 0 Max. Vx 3 0.00 0 0 Redund Diag 1

Bracing Max Tension 3 1037.95 0 0

Max. Compression 3 -994.96 0 0

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ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2 REFORZADA

Page 40 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 16:01:52 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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 4 547.08 0 0 Max. My 4 644.20 0 0 Max. Vy 4 0.82 0 0 Max. Vx 4 0.02 0 0 Redund Hip 1

Bracing Max Tension 3 62.84 0 0

Max. Compression 3 -35.91 0 0 Max. Mx 1 0.37 0 0 Max. My 3 -35.42 0 0 Max. Vy 1 1.13 0 0 Max. Vx 3 0.00 0 0

T10 105 - 100 Leg Max Tension 3 75099.51 -359 -356 Max. Compression 3 -76333.43 118 118 Max. Mx 4 -50809.86 905 -2 Max. My 4 -50851.30 -2 904 Max. Vy 4 -978.77 905 -2 Max. Vx 4 -976.17 -2 904 Diagonal Max Tension 3 6110.93 18 -7 Max. Compression 4 -5847.24 0 0 Max. Mx 3 4079.71 33 -18 Max. My 3 3114.91 33 -18 Max. Vy 3 26.16 33 -18 Max. Vx 3 12.77 33 -18 Horizontal Max Tension 4 390.54 0 0 Max. Compression 3 -594.09 3 -5 Max. Mx 4 -503.90 4 -10 Max. My 4 -503.69 3 -10 Max. Vy 4 5.68 4 -10 Max. Vx 4 7.27 3 -10 Redund Horz 1

Bracing Max Tension 4 1225.67 0 0

Max. Compression 3 -1163.16 0 0 Max. Mx 1 54.50 0 0 Max. My 3 801.78 0 0 Max. Vy 1 0.80 0 0 Max. Vx 3 0.00 0 0 Redund Diag 1

Bracing Max Tension 3 1226.00 0 0

Max. Compression 4 -1262.55 0 0 Max. Mx 4 839.00 0 0 Max. My 4 1179.19 0 0 Max. Vy 4 0.96 0 0 Max. Vx 4 0.02 0 0 Redund Hip 1

Bracing Max Tension 3 42.08 0 0

Max. Compression 3 -23.07 0 0 Max. Mx 1 0.28 0 0 Max. My 3 -23.03 0 0 Max. Vy 1 1.13 0 0 Max. Vx 3 0.00 0 0

T11 100 - 95 Leg Max Tension 3 90603.35 -115 -115 Max. Compression 3 -91731.78 408 406 Max. Mx 4 -60276.40 905 -2 Max. My 4 -60322.50 -2 904 Max. Vy 3 970.94 -501 -508 Max. Vx 3 967.91 -501 -508 Diagonal Max Tension 3 7297.08 19 -2 Max. Compression 4 -6847.64 0 0 Max. Mx 3 4247.24 32 -14 Max. My 3 2882.94 32 -14 Max. Vy 3 25.71 32 -14

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ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2 REFORZADA

Page 41 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 16:01:52 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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 9.99 32 -14 Horizontal Max Tension 4 338.58 4 15 Max. Compression 3 -596.97 -1 -7 Max. Mx 4 337.51 5 15 Max. My 4 338.58 4 15 Max. Vy 4 6.47 5 15 Max. Vx 4 -10.74 4 15 Redund Horz 1

Bracing Max Tension 3 1375.98 0 0

Max. Compression 3 -1518.77 0 0 Max. Mx 1 49.64 0 0 Max. My 4 917.90 0 0 Max. Vy 1 0.80 0 0 Max. Vx 4 0.00 0 0 Redund Diag 1

Bracing Max Tension 3 1594.19 0 0

Max. Compression 3 -1408.07 0 0 Max. Mx 4 939.31 0 0 Max. My 4 939.31 0 0 Max. Vy 4 1.20 0 0 Max. Vx 4 0.03 0 0 Redund Hip 1

Bracing Max Tension 3 31.56 0 0

Max. Compression 3 -14.80 0 0 Max. Mx 1 0.48 0 0 Max. My 3 -2.01 0 0 Max. Vy 1 1.13 0 0 Max. Vx 3 0.00 0 0

T12 95 - 90 Leg Max Tension 3 96234.51 -161 -157 Max. Compression 3 -96411.06 127 127 Max. Mx 4 -62632.98 -506 2 Max. My 4 -62600.48 5 -509 Max. Vy 3 658.99 -396 -405 Max. Vx 3 664.51 -396 -405 Diagonal Max Tension 3 13604.37 40 33 Max. Compression 3 -15754.38 0 0 Max. Mx 3 -3130.30 61 -50 Max. My 3 -3418.32 60 51 Max. Vy 3 46.88 61 -50 Max. Vx 3 35.61 60 51 Horizontal Max Tension 3 317.49 1 0 Max. Compression 4 -467.26 2 0 Max. Mx 4 -52.68 4 0 Max. My 2 38.81 0 0 Max. Vy 4 8.41 4 0 Max. Vx 2 0.37 0 0 Top Girt Max Tension 4 5707.34 0 0 Max. Compression 4 -5280.11 0 0 Max. Mx 1 189.04 -12 0 Max. My 3 -4125.62 0 0 Max. Vy 1 17.19 0 0 Max. Vx 3 -0.00 0 0 Redund Horz 1

Bracing Max Tension 3 1446.17 0 0

Max. Compression 3 -1446.17 0 0 Max. Mx 1 44.26 0 0 Max. My 4 -991.67 0 0 Max. Vy 1 0.80 0 0 Max. Vx 4 -0.00 0 0 Redund Diag 1

Bracing Max Tension 3 1479.90 0 0

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ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2 REFORZADA

Page 42 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 16:01:52 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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 -1479.90 0 0 Max. Mx 4 1123.05 0 0 Max. My 4 496.38 0 0 Max. Vy 4 1.19 0 0 Max. Vx 4 0.02 0 0 Redund Hip 1

Bracing Max Tension 3 88.95 0 0

Max. Compression 3 -106.27 0 0 Max. Mx 1 1.58 0 0 Max. My 3 1.21 0 0 Max. Vy 1 1.13 0 0 Max. Vx 3 -0.00 0 0 Inner Bracing Max Tension 3 752.12 0 0 Max. Compression 3 -478.48 0 0 Max. Mx 1 116.12 15 0 Max. My 4 36.28 0 0 Max. Vy 1 -14.91 0 0 Max. Vx 4 0.12 0 0

T13 90 - 85 Leg Max Tension 3 111868.76 -117 -117 Max. Compression 3 -118440.41 137 136 Max. Mx 3 -117338.85 811 805 Max. My 3 -117338.85 811 805 Max. Vy 3 -1070.56 -519 -518 Max. Vx 3 -1065.10 -519 -518 Diagonal Max Tension 3 4924.73 0 0 Max. Compression 4 -4204.63 11 4 Max. Mx 3 -351.39 20 -7 Max. My 3 -176.69 -18 10 Max. Vy 3 17.04 20 -7 Max. Vx 3 7.27 0 0 Horizontal Max Tension 4 178.05 0 0 Max. Compression 3 -523.00 8 -8 Max. Mx 4 -306.47 9 -5 Max. My 4 177.74 -7 15 Max. Vy 4 11.91 9 -5 Max. Vx 4 9.66 0 0 Redund Horz 1

Bracing Max Tension 3 1781.36 0 0

Max. Compression 3 -1781.36 0 0 Max. Mx 1 65.69 0 0 Max. My 4 -1016.10 0 0 Max. Vy 1 -0.90 0 0 Max. Vx 4 -0.07 0 0 Redund Diag 1

Bracing Max Tension 3 1725.07 0 0

Max. Compression 3 -1725.07 0 0 Max. Mx 4 444.89 -1 0 Max. My 4 486.75 0 0 Max. Vy 4 2.02 0 0 Max. Vx 4 0.28 0 0 Redund Hip 1

Bracing Max Tension 3 16.66 0 0

Max. Compression 3 -16.63 0 0 Max. Mx 1 -3.20 0 0 Max. My 3 -6.24 0 0 Max. Vy 1 1.27 0 0 Max. Vx 3 0.00 0 0

T14 85 - 80 Leg Max Tension 3 104793.83 -631 -629 Max. Compression 3 -114952.06 -428 -427 Max. Mx 3 -114261.42 811 805 Max. My 3 -114261.42 811 805

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ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2 REFORZADA

Page 43 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 16:01:52 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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 3 1014.93 -447 -449 Max. Vx 3 1011.81 -447 -449 Diagonal Max Tension 3 3153.68 0 0 Max. Compression 4 -2690.49 14 1 Max. Mx 3 -1148.08 23 -7 Max. My 3 320.22 -22 11 Max. Vy 3 19.15 23 -7 Max. Vx 3 7.09 0 0 Horizontal Max Tension 4 283.62 9 8 Max. Compression 3 -676.87 1 -6 Max. Mx 4 282.88 9 8 Max. My 4 -466.70 0 -10 Max. Vy 4 11.98 9 8 Max. Vx 4 5.74 0 -10 Redund Horz 1

Bracing Max Tension 3 1728.89 0 0

Max. Compression 3 -1728.89 0 0 Max. Mx 1 74.61 0 0 Max. My 4 -973.14 0 0 Max. Vy 1 1.11 0 0 Max. Vx 4 -0.08 0 0 Redund Diag 1

Bracing Max Tension 3 1459.04 0 0

Max. Compression 3 -1459.04 0 0 Max. Mx 4 525.38 -1 0 Max. My 4 835.36 0 0 Max. Vy 4 2.43 0 0 Max. Vx 4 0.29 0 0 Redund Hip 1

Bracing Max Tension 3 16.41 0 0

Max. Compression 3 -14.61 0 0 Max. Mx 1 -4.08 -1 0 Max. My 3 -12.48 0 0 Max. Vy 1 -1.57 0 0 Max. Vx 3 -0.00 0 0

T15 80 - 75 Leg Max Tension 3 100848.27 -404 -403 Max. Compression 3 -112224.55 -389 -388 Max. Mx 3 -112152.81 555 553 Max. My 3 -112152.81 555 553 Max. Vy 3 -764.66 -389 -388 Max. Vx 3 -762.36 -389 -388 Diagonal Max Tension 3 2076.73 0 0 Max. Compression 3 -1683.25 20 6 Max. Mx 3 -1010.37 20 -6 Max. My 3 -623.73 -15 8 Max. Vy 3 16.84 20 -6 Max. Vx 3 4.87 0 0 Horizontal Max Tension 4 177.21 0 0 Max. Compression 3 -521.08 6 -4 Max. Mx 4 -329.31 7 -4 Max. My 4 177.20 2 8 Max. Vy 4 11.61 7 -4 Max. Vx 4 4.25 0 0 Redund Horz 1

Bracing Max Tension 3 1687.87 0 0

Max. Compression 3 -1687.87 0 0 Max. Mx 1 81.92 -1 0 Max. My 4 1083.14 0 0 Max. Vy 1 1.93 0 0 Max. Vx 4 -0.14 0 0 Redund Diag 1 Max Tension 3 1289.51 0 0

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RRIISSAATToowweerr Job

ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2 REFORZADA

Page 44 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 16:01:52 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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 -1289.51 0 0 Max. Mx 4 406.95 -2 0 Max. My 4 548.01 0 0 Max. Vy 4 3.73 0 0 Max. Vx 4 0.40 0 0 Redund Hip 1

Bracing Max Tension 3 8.47 0 0

Max. Compression 3 -13.19 0 0 Max. Mx 1 -4.55 -1 0 Max. My 3 -13.14 0 0 Max. Vy 1 2.73 0 0 Max. Vx 3 0.00 0 0

T16 75 - 67.5 Leg Max Tension 3 99400.30 -418 -416 Max. Compression 3 -113203.89 433 432 Max. Mx 3 -112391.74 555 553 Max. My 3 -112391.74 555 553 Max. Vy 3 508.26 -368 -368 Max. Vx 3 507.14 -368 -368 Diagonal Max Tension 3 1057.70 0 0 Max. Compression 4 -695.20 10 0 Max. Mx 3 33.45 15 -4 Max. My 3 -413.43 4 -5 Max. Vy 3 -12.42 13 -3 Max. Vx 3 -3.23 4 -5 Horizontal Max Tension 2 101.00 7 2 Max. Compression 3 -433.61 7 -2 Max. Mx 4 53.66 8 5 Max. My 4 53.74 8 5 Max. Vy 4 13.25 8 5 Max. Vx 4 2.57 0 0 Redund Horz 1

Bracing Max Tension 3 1702.60 0 0

Max. Compression 3 -1702.60 0 0 Max. Mx 1 96.16 -1 0 Max. My 4 -495.78 0 0 Max. Vy 1 2.12 0 0 Max. Vx 4 -0.16 0 0 Redund Diag 1

Bracing Max Tension 3 1484.95 0 0

Max. Compression 3 -1484.95 0 0 Max. Mx 4 337.59 -3 0 Max. My 4 427.62 0 0 Max. Vy 4 4.37 0 0 Max. Vx 4 0.53 0 0 Redund Hip 1

Bracing Max Tension 3 1.80 0 0

Max. Compression 3 -10.13 0 0 Max. Mx 1 -5.94 -2 0 Max. My 3 -10.09 0 0 Max. Vy 1 3.28 0 0 Max. Vx 3 0.00 0 0

T17 67.5 - 60 Leg Max Tension 3 99126.91 -339 -339 Max. Compression 3 -114254.27 378 376 Max. Mx 3 -113511.23 433 432 Max. My 3 -113511.23 433 432 Max. Vy 3 416.03 -317 -317 Max. Vx 3 415.94 -317 -317 Diagonal Max Tension 3 1272.13 26 3 Max. Compression 3 -1241.61 0 0 Max. Mx 3 204.37 32 -6

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RRIISSAATToowweerr Job

ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2 REFORZADA

Page 45 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 16:01:52 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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 -747.21 6 -12 Max. Vy 3 -22.57 32 -7 Max. Vx 3 6.03 6 -12 Horizontal Max Tension 2 68.40 12 1 Max. Compression 3 -402.80 13 -5 Max. Mx 4 -221.75 13 -5 Max. My 4 47.51 12 9 Max. Vy 4 18.89 13 -5 Max. Vx 4 3.87 0 0 Redund Horz 1

Bracing Max Tension 3 1718.40 0 0

Max. Compression 3 -1718.40 0 0 Max. Mx 1 109.81 -2 0 Max. My 4 1110.04 0 0 Max. Vy 1 3.75 0 0 Max. Vx 4 -0.28 0 0 Redund Diag 1

Bracing Max Tension 3 1344.87 0 0

Max. Compression 3 -1344.87 0 0 Max. Mx 4 299.42 -4 0 Max. My 4 304.84 0 0 Max. Vy 4 -6.80 0 0 Max. Vx 4 0.74 0 0 Redund Hip 1

Bracing Max Tension 3 2.60 0 0

Max. Compression 3 -17.98 0 0 Max. Mx 1 -9.71 -2 0 Max. My 3 -15.58 0 0 Max. Vy 1 -3.61 0 0 Max. Vx 3 -0.00 0 0

T18 60 - 50 Leg Max Tension 3 101356.75 -286 -284 Max. Compression 3 -119095.73 408 405 Max. Mx 4 -77504.55 528 7 Max. My 4 -77513.61 7 528 Max. Vy 4 -319.11 528 7 Max. Vx 4 -318.74 7 528 Diagonal Max Tension 3 1861.69 28 8 Max. Compression 2 -1838.01 0 0 Max. Mx 3 1419.84 34 -4 Max. My 3 -1040.79 9 -12 Max. Vy 3 -22.19 34 -4 Max. Vx 3 5.37 9 -12 Horizontal Max Tension 2 25.68 18 4 Max. Compression 3 -429.50 19 -4 Max. Mx 4 -236.27 19 -7 Max. My 3 -37.17 16 8 Max. Vy 4 22.92 19 -7 Max. Vx 3 3.35 0 0 Redund Horz 1

Bracing Max Tension 3 1791.22 0 0

Max. Compression 3 -1791.22 0 0 Max. Mx 1 130.09 -3 0 Max. My 4 -343.61 0 0 Max. Vy 1 5.87 0 0 Max. Vx 4 0.43 0 0 Redund Diag 1

Bracing Max Tension 3 1495.82 0 0

Max. Compression 3 -1495.82 0 0 Max. Mx 4 238.24 -7 0 Max. My 4 271.84 0 -1 Max. Vy 4 8.18 0 0

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RRIISSAATToowweerr Job

ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2 REFORZADA

Page 46 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 16:01:52 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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 0.94 0 0 Redund Hip 1

Bracing Max Tension 1 0.00 0 0

Max. Compression 3 -16.14 0 0 Max. Mx 1 -11.25 -3 0 Max. My 3 -14.31 0 0 Max. Vy 1 4.30 0 0 Max. Vx 3 0.00 0 0

T19 50 - 40 Leg Max Tension 3 104915.36 -296 -294 Max. Compression 3 -124149.00 372 371 Max. Mx 4 -80432.42 528 7 Max. My 4 -80439.08 7 528 Max. Vy 3 300.50 -292 -292 Max. Vx 3 299.49 -292 -292 Diagonal Max Tension 3 2482.28 27 7 Max. Compression 2 -2746.44 0 0 Max. Mx 3 1370.17 32 2 Max. My 3 -2097.93 11 -14 Max. Vy 3 -23.09 32 2 Max. Vx 3 5.57 11 -14 Horizontal Max Tension 2 33.73 25 -3 Max. Compression 3 -403.74 24 -3 Max. Mx 4 -4.24 28 11 Max. My 4 -4.15 28 11 Max. Vy 4 27.25 28 11 Max. Vx 4 3.88 0 0 Redund Horz 1

Bracing Max Tension 3 1867.22 0 0

Max. Compression 3 -1867.22 0 0 Max. Mx 1 149.24 -6 0 Max. My 4 1225.38 0 0 Max. Vy 1 10.84 0 0 Max. Vx 4 -0.80 0 0 Redund Diag 1

Bracing Max Tension 3 1415.52 0 0

Max. Compression 3 -1415.52 0 0 Max. Mx 4 147.74 -10 0 Max. My 4 266.56 0 -1 Max. Vy 4 11.71 0 0 Max. Vx 4 1.23 0 0 Redund Hip 1

Bracing Max Tension 1 0.00 0 0

Max. Compression 3 -16.05 0 0 Max. Mx 1 -13.46 -4 0 Max. My 3 -14.67 0 0 Max. Vy 1 -5.10 0 0 Max. Vx 3 -0.00 0 0

T20 40 - 30 Leg Max Tension 3 109913.83 394 0 Max. Compression 3 -131077.57 -1705 2 Max. Mx 3 -131077.57 -1705 2 Max. My 3 -11778.96 -211 678 Max. Vy 3 1142.81 1017 -1 Max. Vx 3 -446.98 -211 678 Diagonal Max Tension 2 3442.79 19 8 Max. Compression 2 -3821.81 0 0 Max. Mx 3 1861.93 26 7 Max. My 3 -1888.47 13 -17 Max. Vy 3 -23.64 22 -10 Max. Vx 2 -6.48 7 17 Horizontal Max Tension 2 236.59 33 4 Max. Compression 3 -523.05 34 0

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RRIISSAATToowweerr Job

ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2 REFORZADA

Page 47 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 16:01:52 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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 4 -261.00 34 -4 Max. My 4 236.39 33 5 Max. Vy 4 31.02 34 -4 Max. Vx 4 2.56 0 0 Redund Horz 1

Bracing Max Tension 3 1971.42 0 0

Max. Compression 3 -1971.42 0 0 Max. Mx 1 177.04 -7 0 Max. My 4 1307.72 0 1 Max. Vy 1 -10.21 0 0 Max. Vx 4 -0.75 0 0 Redund Diag 1

Bracing Max Tension 3 1390.52 0 0

Max. Compression 3 -1390.52 0 0 Max. Mx 4 383.44 -15 0 Max. My 3 124.96 0 1 Max. Vy 4 15.87 0 0 Max. Vx 3 -1.55 0 0 Redund Hip 1

Bracing Max Tension 1 0.00 0 0

Max. Compression 3 -19.61 0 0 Max. Mx 1 -15.08 -6 0 Max. My 3 -15.07 0 0 Max. Vy 1 5.89 0 0 Max. Vx 3 0.00 0 0

T21 30 - 20 Leg Max Tension 3 114637.30 1191 -1 Max. Compression 3 -139166.01 -807 2 Max. Mx 3 -137418.51 -1705 2 Max. My 3 -12540.09 -211 678 Max. Vy 3 -1208.20 1197 0 Max. Vx 3 337.05 -139 -478 Diagonal Max Tension 3 3812.59 31 12 Max. Compression 2 -4559.79 0 0 Max. Mx 3 1556.28 33 16 Max. My 3 -3250.52 20 -25 Max. Vy 3 -32.26 31 -12 Max. Vx 3 8.61 20 -25 Horizontal Max Tension 3 258.17 55 3 Max. Compression 3 -513.09 53 -1 Max. Mx 4 139.27 55 10 Max. My 4 139.47 55 11 Max. Vy 4 -43.59 55 10 Max. Vx 4 4.19 0 0 Redund Horz 1

Bracing Max Tension 3 2093.07 0 0

Max. Compression 3 -2093.07 0 0 Max. Mx 4 -505.51 -11 0 Max. My 4 -626.66 0 1 Max. Vy 4 -14.22 0 0 Max. Vx 4 -1.04 0 0 Redund Diag 1

Bracing Max Tension 3 1397.30 0 0

Max. Compression 3 -1397.30 0 0 Max. Mx 4 352.63 -15 0 Max. My 4 412.68 0 -1 Max. Vy 4 14.87 0 0 Max. Vx 4 1.39 0 0 Redund Hip 1

Bracing Max Tension 1 0.00 0 0

Max. Compression 3 -26.39 0 0 Max. Mx 1 -19.52 -7 0

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RRIISSAATToowweerr Job

ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2 REFORZADA

Page 48 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 16:01:52 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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 -16.06 0 0 Max. Vy 1 6.69 0 0 Max. Vx 4 0.00 0 0

T22 20 - 10 Leg Max Tension 3 117954.32 474 1 Max. Compression 3 -144889.94 12 2 Max. Mx 3 -142622.97 -1966 5 Max. My 3 -16251.02 -304 712 Max. Vy 3 1823.27 1631 -4 Max. Vx 3 -560.33 -304 712 Diagonal Max Tension 2 6587.38 11 9 Max. Compression 4 -7734.41 0 0 Max. Mx 3 6262.84 34 -30 Max. My 3 -7141.42 -29 37 Max. Vy 3 27.40 6 -5 Max. Vx 3 -18.62 6 -5 Top Girt Max Tension 2 3508.06 16 -11 Max. Compression 2 -3628.77 16 -11 Max. Mx 4 306.78 24 -13 Max. My 4 295.26 24 -13 Max. Vy 4 -25.00 16 3 Max. Vx 2 -7.62 16 -11 Redund Horz 1

Bracing Max Tension 3 2179.16 0 0

Max. Compression 3 -2179.16 0 0 Max. Mx 5 -92.79 -2 0 Max. My 3 622.19 0 0 Max. Vy 5 4.91 0 0 Max. Vx 3 -0.36 0 0 Redund Horz 2

Bracing Max Tension 3 2179.16 0 0

Max. Compression 3 -2179.16 0 0 Max. Mx 1 235.19 -6 0 Max. My 3 -429.36 0 0 Max. Vy 1 9.82 0 0 Max. Vx 3 -0.72 0 0 Redund Horz 3

Bracing Max Tension 3 2179.16 0 0

Max. Compression 3 -2179.16 0 0 Max. Mx 1 235.19 -26 0 Max. My 2 -281.78 0 2 Max. Vy 1 26.12 0 0 Max. Vx 2 -1.92 0 0 Redund Horz 4

Bracing Max Tension 3 2179.16 0 0

Max. Compression 3 -2179.16 0 0 Max. Mx 1 235.19 -42 0 Max. My 4 1467.99 0 3 Max. Vy 1 -32.02 0 0 Max. Vx 4 -2.35 0 0 Redund Diag 1

Bracing Max Tension 3 1930.95 0 0

Max. Compression 3 -1930.95 0 0 Max. Mx 4 1300.78 -3 0 Max. My 4 1021.18 0 0 Max. Vy 4 4.37 0 0 Max. Vx 4 0.64 0 0 Redund Diag 2

Bracing Max Tension 3 1325.11 0 0

Max. Compression 3 -1325.11 0 0 Max. Mx 4 892.66 -7 0 Max. My 4 275.29 0 1

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RRIISSAATToowweerr Job

ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2 REFORZADA

Page 49 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 16:01:52 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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 9.28 0 0 Max. Vx 4 -0.88 0 0 Redund Diag 3

Bracing Max Tension 3 1187.58 0 0

Max. Compression 3 -1187.58 0 0 Max. Mx 3 1187.58 -18 0 Max. My 4 316.23 0 -2 Max. Vy 3 17.17 0 0 Max. Vx 4 -1.43 0 0 Redund Diag 4

Bracing Max Tension 3 1320.25 0 0

Max. Compression 3 -1320.25 0 0 Max. Mx 3 -612.96 -15 0 Max. My 3 -604.02 0 -1 Max. Vy 3 15.53 0 0 Max. Vx 3 1.33 0 0 Redund Hip 1

Bracing Max Tension 3 26.11 0 0

Max. Compression 3 -51.86 0 0 Max. Mx 1 -3.11 -1 0 Max. My 3 3.63 0 0 Max. Vy 1 2.83 0 0 Max. Vx 3 -0.00 0 0 Redund Hip 2

Bracing Max Tension 2 2.57 0 0

Max. Compression 3 -18.63 0 0 Max. Mx 1 -7.07 -5 0 Max. Vy 1 5.67 0 0 Max. Vx 3 -0.00 0 0 Redund Hip 3

Bracing Max Tension 3 10.54 0 0

Max. Compression 3 -34.40 0 0 Max. Mx 1 -8.88 -12 0 Max. Vy 1 8.50 0 0 Max. Vx 3 0.00 0 0 Redund Hip 4

Bracing Max Tension 1 0.00 0 0

Max. Compression 2 -12.99 0 0 Max. Mx 1 -9.60 -21 0 Max. Vy 1 11.34 0 0 Max. Vx 3 0.00 0 0 Redund Hip

Diagonal Bracing Max Tension 2 48.36 0 0

Max. Compression 3 -44.99 0 0 Max. Mx 3 -2.59 -52 0 Max. My 3 -13.62 0 0 Max. Vy 3 -23.98 0 0 Max. Vx 3 -0.00 0 0 Inner Bracing Max Tension 3 212.08 0 0 Max. Compression 3 -236.61 0 0 Max. Mx 1 0.86 -195 0 Max. My 5 19.77 0 24 Max. Vy 1 59.59 0 0 Max. Vx 5 -21.07 0 0

T23 10 - 0 Leg Max Tension 3 122824.93 1273 1 Max. Compression 3 -155609.38 111 1 Max. Mx 3 -154577.38 -1966 5 Max. My 3 -17423.18 -304 712 Max. Vy 3 -1233.06 454 0 Max. Vx 3 -372.69 -316 -711 Diagonal Max Tension 2 7073.25 11 9

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Page 50 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 16:01:52 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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 4 -7998.00 0 0 Max. Mx 3 5922.38 35 -30 Max. My 3 -6543.10 -31 39 Max. Vy 3 30.18 9 -8 Max. Vx 3 -19.79 9 -8 Top Girt Max Tension 4 4086.41 21 -16 Max. Compression 2 -4523.21 21 -16 Max. Mx 4 -362.62 27 -16 Max. My 3 -3609.43 26 -17 Max. Vy 4 -27.61 19 3 Max. Vx 2 -10.43 21 -16 Redund Horz 1

Bracing Max Tension 3 2340.39 0 0

Max. Compression 3 -2340.39 0 0 Max. Mx 5 -44.64 -1 0 Max. My 3 289.54 0 0 Max. Vy 5 2.22 0 0 Max. Vx 3 -0.16 0 0 Redund Horz 2

Bracing Max Tension 3 2340.39 0 0

Max. Compression 3 -2340.39 0 0 Max. Mx 1 280.56 -10 0 Max. My 3 -271.33 0 1 Max. Vy 1 13.22 0 0 Max. Vx 3 -0.97 0 0 Redund Horz 3

Bracing Max Tension 3 2340.39 0 0

Max. Compression 3 -2340.39 0 0 Max. Mx 1 280.56 -29 0 Max. My 2 -116.13 0 2 Max. Vy 1 -26.71 0 0 Max. Vx 2 -1.96 0 0 Redund Horz 4

Bracing Max Tension 3 2340.39 0 0

Max. Compression 3 -2340.39 0 0 Max. Mx 1 280.56 -64 0 Max. My 4 1587.44 0 5 Max. Vy 1 44.07 0 0 Max. Vx 4 3.23 0 0 Redund Diag 1

Bracing Max Tension 3 1926.38 0 0

Max. Compression 3 -1926.38 0 0 Max. Mx 2 1300.61 -3 0 Max. My 2 463.07 0 0 Max. Vy 2 4.91 0 0 Max. Vx 2 0.66 0 0 Redund Diag 2

Bracing Max Tension 3 1373.18 0 0

Max. Compression 3 -1373.18 0 0 Max. Mx 3 1373.18 -9 0 Max. My 3 266.44 0 1 Max. Vy 3 10.38 0 0 Max. Vx 3 -0.94 0 0 Redund Diag 3

Bracing Max Tension 3 1252.23 0 0

Max. Compression 3 -1252.23 0 0 Max. Mx 3 1252.23 -22 0 Max. My 3 265.17 0 -2 Max. Vy 3 19.17 0 0 Max. Vx 3 1.56 0 0 Redund Diag 4 Max Tension 3 1377.98 0 0

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Page 51 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 16:01:52 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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 -1377.98 0 0 Max. Mx 3 -772.74 -18 0 Max. My 3 -761.28 0 -2 Max. Vy 3 17.20 0 0 Max. Vx 3 -1.43 0 0 Redund Hip 1

Bracing Max Tension 3 27.71 0 0

Max. Compression 3 -52.24 0 0 Max. Mx 1 -2.33 -2 0 Max. My 3 2.02 0 0 Max. Vy 1 3.15 0 0 Max. Vx 3 -0.00 0 0 Redund Hip 2

Bracing Max Tension 2 0.90 0 0

Max. Compression 3 -18.18 0 0 Max. Mx 1 -8.06 -6 0 Max. Vy 1 6.31 0 0 Max. Vx 4 0.00 0 0 Redund Hip 3

Bracing Max Tension 3 11.44 0 0

Max. Compression 3 -34.62 0 0 Max. Mx 1 -9.48 -15 0 Max. Vy 1 9.46 0 0 Max. Vx 3 0.00 0 0 Redund Hip 4

Bracing Max Tension 1 0.00 0 0

Max. Compression 2 -14.68 0 0 Max. Mx 1 -11.02 -26 0 Max. Vy 1 12.61 0 0 Max. Vx 3 0.00 0 0 Redund Hip

Diagonal Bracing Max Tension 2 47.03 0 0

Max. Compression 3 -44.02 0 0 Max. Mx 3 9.99 -64 0 Max. My 3 -13.83 0 0 Max. Vy 3 26.65 0 0 Max. Vx 3 -0.00 0 0 Inner Bracing Max Tension 2 95.95 0 0 Max. Compression 2 -95.95 0 0 Max. Mx 1 2.71 -241 0 Max. My 1 4.23 0 30 Max. Vy 1 66.28 0 0 Max. Vx 1 -23.43 0 0

Maximum Reactions

Location Condition Gov. Load

Comb.

Vertical kg

Horizontal, X kg

Horizontal, Z kg

Leg D Max. Vert 1 19450.38 1683.43 -1658.31 Max. Hx 1 19450.38 1683.43 -1658.31 Max. Hz 3 -127503.83 -12957.73 13001.30 Min. Vert 3 -127503.83 -12957.73 13001.30 Min. Hx 3 -127503.83 -12957.73 13001.30 Min. Hz 1 19450.38 1683.43 -1658.31

Leg C Max. Vert 4 111928.18 -13314.50 -8562.56

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Page 52 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 16:01:52 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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

Max. Hx 2 -72545.96 5175.89 10029.10 Max. Hz 2 -72545.96 5175.89 10029.10 Min. Vert 2 -72545.96 5175.89 10029.10 Min. Hx 4 111928.18 -13314.50 -8562.56 Min. Hz 4 111928.18 -13314.50 -8562.56

Leg B Max. Vert 3 164637.74 -16140.85 16112.46 Max. Hx 1 19472.64 -1683.05 1660.36 Max. Hz 3 164637.74 -16140.85 16112.46 Min. Vert 1 19472.64 -1683.05 1660.36 Min. Hx 3 164637.74 -16140.85 16112.46 Min. Hz 1 19472.64 -1683.05 1660.36

Leg A Max. Vert 2 111453.23 8542.62 13272.78 Max. Hx 2 111453.23 8542.62 13272.78 Max. Hz 2 111453.23 8542.62 13272.78 Min. Vert 4 -73004.55 -10037.62 -5223.38 Min. Hx 4 -73004.55 -10037.62 -5223.38 Min. Hz 4 -73004.55 -10037.62 -5223.38

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 77846.02 -0.02 -0.00 80 -437 0Dead+Wind 0 deg - No Ice 77845.92 -0.03 -46608.26 -2946267 -440 -277Dead+Wind 45 deg - No Ice 77845.91 36464.24 -36397.13 -2333418 -2343769 -389Dead+Wind 90 deg - No Ice 77845.92 46703.11 0.00 78 -2960695 -277Dead+Wind 0 deg - Service 77846.02 -0.01 -11652.08 -736532 -447 -69Dead+Wind 45 deg - Service 77846.01 9115.74 -9098.98 -583273 -586259 -97Dead+Wind 90 deg - Service 77846.02 11675.78 -0.00 82 -740538 -69

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 -77846.02 0.00 0.02 77846.02 0.00 0.000% 2 0.00 -77846.02 -46613.94 0.03 77845.92 46608.26 0.006% 3 36467.57 -77846.02 -36400.45 -36464.24 77845.91 36397.13 0.005% 4 46708.86 -77846.02 0.00 -46703.11 77845.92 -0.00 0.006% 5 0.00 -77846.02 -11653.48 0.01 77846.02 11652.08 0.002% 6 9116.89 -77846.02 -9100.11 -9115.74 77846.01 9098.98 0.002% 7 11677.22 -77846.02 0.00 -11675.78 77846.02 0.00 0.002%

Non-Linear Convergence Results

Load Combination

Converged? Number of Cycles

Displacement Tolerance

Force Tolerance

1 Yes 6 0.00000001 0.00000229 2 Yes 21 0.00011646 0.00014307

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Page 53 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 16:01:52 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

Designed by Ing. Jaime Gutierrez C.

3 Yes 23 0.00012889 0.00013393 4 Yes 21 0.00011610 0.00014313 5 Yes 21 0.00011510 0.00012680 6 Yes 21 0.00011693 0.00013183 7 Yes 21 0.00011519 0.00012757

Maximum Tower Deflections - Service Wind

Section No.

Elevation

m

Horz. Deflection

mm

Gov. Load

Comb.

Tilt °

Twist °

T1 154 - 150 518.56 6 0.5719 0.0238 T2 150 - 144 478.61 6 0.5702 0.0230 T3 144 - 138 419.61 6 0.5436 0.0190 T4 138 - 132 364.30 6 0.4965 0.0140 T5 132 - 126 313.94 6 0.4507 0.0102 T6 126 - 120 268.06 6 0.4094 0.0065 T7 120 - 115 227.52 6 0.3496 0.0039 T8 115 - 110 200.14 6 0.3079 0.0031 T9 110 - 105 173.45 6 0.2845 0.0025

T10 105 - 100 148.81 6 0.2606 0.0021 T11 100 - 95 126.42 6 0.2313 0.0016 T12 95 - 90 106.44 6 0.2017 0.0012 T13 90 - 85 89.31 6 0.1714 0.0009 T14 85 - 80 75.91 6 0.1461 0.0006 T15 80 - 75 64.39 6 0.1220 0.0004 T16 75 - 67.5 54.74 6 0.1007 0.0003 T17 67.5 - 60 42.60 6 0.0839 0.0002 T18 60 - 50 32.48 6 0.0679 0.0001 T19 50 - 40 21.79 6 0.0490 0.0001 T20 40 - 30 13.93 6 0.0340 0.0000 T21 30 - 20 8.13 6 0.0242 0.0000 T22 20 - 10 3.93 6 0.0159 0.0000 T23 10 - 0 1.37 6 0.0078 0.0000

Critical Deflections and Radius of Curvature - Service Wind

Elevation

m

Appurtenance Gov. Load

Comb.

Deflection

mm

Tilt °

Twist °

Radius of Curvature

m 154.000 RYMSA UHF/AT15-250 PANEL 6 518.56 0.5719 0.0238 194776 153.500 RYMSA UHF/AT15-250 PANEL 6 513.57 0.5720 0.0237 194776 153.000 RYMSA UHF/AT15-250 PANEL 6 508.57 0.5721 0.0236 194776 152.500 RYMSA UHF/AT15-250 PANEL 6 503.57 0.5721 0.0236 194776 152.000 RYMSA UHF/AT15-250 PANEL 6 498.57 0.5720 0.0235 148419 151.500 RYMSA UHF/AT15-250 PANEL 6 493.58 0.5718 0.0234 118735 151.000 RYMSA UHF/AT15-250 PANEL 6 488.58 0.5715 0.0233 97713 150.500 RYMSA UHF/AT15-250 PANEL 6 483.59 0.5709 0.0232 78476 150.000 RYMSA UHF/AT15-250 PANEL 6 478.61 0.5702 0.0230 60146 149.500 RYMSA UHF/AT15-250 PANEL 6 473.62 0.5691 0.0228 44258 149.000 RYMSA UHF/AT15-250 PANEL 6 468.64 0.5679 0.0226 33294 148.500 RYMSA UHF/AT15-250 PANEL 6 463.67 0.5664 0.0223 26158 148.000 RYMSA UHF/AT15-250 PANEL 6 458.71 0.5647 0.0220 21477 147.500 RYMSA UHF/AT15-250 PANEL 6 453.76 0.5627 0.0217 18218 147.000 RYMSA UHF/AT15-250 PANEL 6 448.82 0.5605 0.0214 15817 146.500 RYMSA UHF/AT15-250 PANEL 6 443.90 0.5582 0.0210 13975

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Page 54 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 16:01:52 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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 146.000 RYMSA UHF/AT15-250 PANEL 6 439.00 0.5556 0.0206 12518 145.500 RYMSA UHF/AT15-250 PANEL 6 434.12 0.5529 0.0203 11335 145.000 RYMSA UHF/AT15-250 PANEL 6 429.26 0.5500 0.0199 10369 144.500 RYMSA UHF/AT15-250 PANEL 6 424.42 0.5468 0.0194 9612 144.000 ANTENA VHF BAND III 4 DIPO

AT13-240 6 419.61 0.5436 0.0190 9056

142.600 ANTENA VHF BAND III 4 DIPO AT13-240

6 406.29 0.5336 0.0178 8252

141.200 ANTENA VHF BAND III 4 DIPO AT13-240

6 393.22 0.5228 0.0166 7742

141.100 ANTENA VHF BAND III 4 DIPO AT13-240

6 392.29 0.5220 0.0165 7708

139.700 ANTENA VHF BAND III 4 DIPO AT13-240

6 379.48 0.5106 0.0153 7262

138.300 ANTENA VHF BAND III 4 DIPO AT13-240

6 366.95 0.4990 0.0142 6925

138.200 ANTENA VHF BAND III 4 DIPO AT13-240

6 366.06 0.4981 0.0141 6914

136.800 ANTENA VHF BAND III 4 DIPO AT13-240

6 353.83 0.4867 0.0131 7018

135.400 ANTENA VHF BAND III 4 DIPO AT13-240

6 341.87 0.4755 0.0122 7308

135.300 ANTENA VHF BAND III 4 DIPO AT13-240

6 341.03 0.4747 0.0121 7329

133.900 ANTENA VHF BAND III 4 DIPO AT13-240

6 329.36 0.4641 0.0113 7648

132.500 ANTENA VHF BAND III 4 DIPO AT13-240

6 317.95 0.4541 0.0105 7988

132.400 ANTENA VHF BAND III 4 DIPO AT13-240

6 317.15 0.4534 0.0104 8012

131.000 ANTENA VHF BAND III 4 DIPO AT13-240

6 306.00 0.4442 0.0096 8304

129.600 ANTENA VHF BAND III 4 DIPO AT13-240

6 295.09 0.4352 0.0087 8568

129.500 ANTENA VHF BAND III 4 DIPO AT13-240

6 294.32 0.4346 0.0086 8587

128.100 ANTENA VHF BAND III 4 DIPO AT13-240

6 283.65 0.4253 0.0078 8868

126.700 ANTENA VHF BAND III 4 DIPO AT13-240

6 273.20 0.4151 0.0069 9032

126.600 ANTENA VHF BAND III 4 DIPO AT13-240

6 272.47 0.4143 0.0069 8999

125.200 ANTENA VHF BAND III 4 DIPO AT13-240

6 262.25 0.4023 0.0061 7196

123.800 ANTENA VHF BAND III 4 DIPO AT13-240

6 252.31 0.3888 0.0054 5223

123.700 ANTENA VHF BAND III 4 DIPO AT13-240

6 251.61 0.3878 0.0053 5121

122.300 ANTENA VHF BAND III 4 DIPO AT13-240

6 242.08 0.3733 0.0047 4018

120.900 ANTENA VHF BAND III 4 DIPO AT13-240

6 233.03 0.3587 0.0041 3329

115.000 PANEL FM KATHREIN 6 200.14 0.3079 0.0031 23399 113.550 PANEL FM KATHREIN 6 192.37 0.2998 0.0029 59183 112.100 PANEL FM KATHREIN 6 184.57 0.2932 0.0028 25188 111.800 PANEL FM KATHREIN 6 182.96 0.2919 0.0027 19450 110.350 PANEL FM KATHREIN 6 175.27 0.2860 0.0026 9756 108.900 PANEL FM KATHREIN 6 167.80 0.2798 0.0024 8919 108.600 PANEL FM KATHREIN 6 166.29 0.2785 0.0024 9104 107.150 PANEL FM KATHREIN 6 159.10 0.2717 0.0023 10246 105.700 PANEL FM KATHREIN 6 152.11 0.2644 0.0021 11647

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Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 16:01:52 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

Designed by Ing. Jaime Gutierrez C.

Maximum Tower Deflections - Design Wind

Section No.

Elevation

m

Horz. Deflection

mm

Gov. Load

Comb.

Tilt °

Twist °

T1 154 - 150 2075.54 3 2.2834 0.0953 T2 150 - 144 1916.05 3 2.2765 0.0923 T3 144 - 138 1680.45 3 2.1737 0.0764 T4 138 - 132 1459.09 3 1.9905 0.0561 T5 132 - 126 1257.01 3 1.8109 0.0409 T6 126 - 120 1072.58 3 1.6457 0.0264 T7 120 - 115 909.59 3 1.4026 0.0156 T8 115 - 110 800.21 3 1.2308 0.0124 T9 110 - 105 693.49 3 1.1373 0.0102

T10 105 - 100 595.01 3 1.0417 0.0084 T11 100 - 95 505.53 3 0.9246 0.0067 T12 95 - 90 425.71 3 0.8064 0.0050 T13 90 - 85 357.19 3 0.6855 0.0036 T14 85 - 80 303.62 3 0.5840 0.0024 T15 80 - 75 257.53 3 0.4880 0.0018 T16 75 - 67.5 218.96 3 0.4025 0.0014 T17 67.5 - 60 170.39 3 0.3355 0.0009 T18 60 - 50 129.92 3 0.2714 0.0006 T19 50 - 40 87.14 3 0.1960 0.0004 T20 40 - 30 55.71 3 0.1358 0.0003 T21 30 - 20 32.54 3 0.0969 0.0002 T22 20 - 10 15.73 3 0.0636 0.0001 T23 10 - 0 5.47 3 0.0311 0.0000

Critical Deflections and Radius of Curvature - Design Wind

Elevation

m

Appurtenance Gov. Load

Comb.

Deflection

mm

Tilt °

Twist °

Radius of Curvature

m 154.000 RYMSA UHF/AT15-250 PANEL 3 2075.54 2.2834 0.0953 52255 153.500 RYMSA UHF/AT15-250 PANEL 3 2055.59 2.2838 0.0951 52255 153.000 RYMSA UHF/AT15-250 PANEL 3 2035.64 2.2841 0.0949 52255 152.500 RYMSA UHF/AT15-250 PANEL 3 2015.69 2.2841 0.0946 52255 152.000 RYMSA UHF/AT15-250 PANEL 3 1995.75 2.2838 0.0943 39819 151.500 RYMSA UHF/AT15-250 PANEL 3 1975.81 2.2830 0.0940 31855 151.000 RYMSA UHF/AT15-250 PANEL 3 1955.88 2.2816 0.0935 26187 150.500 RYMSA UHF/AT15-250 PANEL 3 1935.96 2.2795 0.0929 20923 150.000 RYMSA UHF/AT15-250 PANEL 3 1916.05 2.2765 0.0923 15823 149.500 RYMSA UHF/AT15-250 PANEL 3 1896.16 2.2726 0.0915 11595 149.000 RYMSA UHF/AT15-250 PANEL 3 1876.28 2.2677 0.0905 8694 148.500 RYMSA UHF/AT15-250 PANEL 3 1856.44 2.2619 0.0895 6815 148.000 RYMSA UHF/AT15-250 PANEL 3 1836.63 2.2553 0.0884 5587 147.500 RYMSA UHF/AT15-250 PANEL 3 1816.86 2.2478 0.0871 4734 147.000 RYMSA UHF/AT15-250 PANEL 3 1797.15 2.2394 0.0858 4107 146.500 RYMSA UHF/AT15-250 PANEL 3 1777.50 2.2303 0.0844 3627 146.000 RYMSA UHF/AT15-250 PANEL 3 1757.92 2.2204 0.0829 3247 145.500 RYMSA UHF/AT15-250 PANEL 3 1738.42 2.2097 0.0813 2939 145.000 RYMSA UHF/AT15-250 PANEL 3 1719.00 2.1984 0.0797 2688 144.500 RYMSA UHF/AT15-250 PANEL 3 1699.67 2.1864 0.0781 2491 144.000 ANTENA VHF BAND III 4 DIPO 3 1680.45 2.1737 0.0764 2346

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Page 56 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 16:01:52 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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 AT13-240

142.600 ANTENA VHF BAND III 4 DIPO AT13-240

3 1627.21 2.1351 0.0715 2136

141.200 ANTENA VHF BAND III 4 DIPO AT13-240

3 1574.89 2.0930 0.0666 2002

141.100 ANTENA VHF BAND III 4 DIPO AT13-240

3 1571.19 2.0899 0.0663 1993

139.700 ANTENA VHF BAND III 4 DIPO AT13-240

3 1519.93 2.0455 0.0615 1876

138.300 ANTENA VHF BAND III 4 DIPO AT13-240

3 1469.71 2.0002 0.0570 1788

138.200 ANTENA VHF BAND III 4 DIPO AT13-240

3 1466.17 1.9970 0.0567 1785

136.800 ANTENA VHF BAND III 4 DIPO AT13-240

3 1417.13 1.9522 0.0527 1806

135.400 ANTENA VHF BAND III 4 DIPO AT13-240

3 1369.17 1.9086 0.0491 1872

135.300 ANTENA VHF BAND III 4 DIPO AT13-240

3 1365.79 1.9055 0.0488 1877

133.900 ANTENA VHF BAND III 4 DIPO AT13-240

3 1318.96 1.8638 0.0454 1949

132.500 ANTENA VHF BAND III 4 DIPO AT13-240

3 1273.14 1.8243 0.0421 2027

132.400 ANTENA VHF BAND III 4 DIPO AT13-240

3 1269.90 1.8216 0.0419 2032

131.000 ANTENA VHF BAND III 4 DIPO AT13-240

3 1225.12 1.7850 0.0385 2103

129.600 ANTENA VHF BAND III 4 DIPO AT13-240

3 1181.26 1.7495 0.0350 2172

129.500 ANTENA VHF BAND III 4 DIPO AT13-240

3 1178.17 1.7469 0.0348 2177

128.100 ANTENA VHF BAND III 4 DIPO AT13-240

3 1135.28 1.7099 0.0314 2251

126.700 ANTENA VHF BAND III 4 DIPO AT13-240

3 1093.27 1.6687 0.0280 2293

126.600 ANTENA VHF BAND III 4 DIPO AT13-240

3 1090.30 1.6655 0.0278 2283

125.200 ANTENA VHF BAND III 4 DIPO AT13-240

3 1049.20 1.6172 0.0246 1797

123.800 ANTENA VHF BAND III 4 DIPO AT13-240

3 1009.19 1.5624 0.0217 1283

123.700 ANTENA VHF BAND III 4 DIPO AT13-240

3 1006.39 1.5583 0.0215 1257

122.300 ANTENA VHF BAND III 4 DIPO AT13-240

3 968.03 1.4997 0.0189 978

120.900 ANTENA VHF BAND III 4 DIPO AT13-240

3 931.69 1.4401 0.0168 805

115.000 PANEL FM KATHREIN 3 800.21 1.2308 0.0124 5413 113.550 PANEL FM KATHREIN 3 769.17 1.1982 0.0118 12659 112.100 PANEL FM KATHREIN 3 737.97 1.1717 0.0111 6473 111.800 PANEL FM KATHREIN 3 731.54 1.1666 0.0110 4931 110.350 PANEL FM KATHREIN 3 700.80 1.1431 0.0104 2418 108.900 PANEL FM KATHREIN 3 670.92 1.1185 0.0098 2209 108.600 PANEL FM KATHREIN 3 664.87 1.1131 0.0097 2257 107.150 PANEL FM KATHREIN 3 636.13 1.0860 0.0092 2552 105.700 PANEL FM KATHREIN 3 608.22 1.0567 0.0087 2918

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ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2 REFORZADA

Page 57 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 16:01:52 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

Designed by Ing. Jaime Gutierrez C.

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 154 Leg A325X 16 8 24.24 5528.16 0.004 1.333 Bearing

Diagonal A325X 16 2 257.83 4146.12 0.062 1.333 Member Bearing

Horizontal A325X 13 1 71.85 1596.06 0.045 1.333 Member Bearing

Top Girt A325X 16 1 8.79 2694.43 0.003 1.333 Member Block Shear

T2 150 Leg A325X 16 12 370.74 5528.16 0.067 1.333 Bearing

Diagonal A325X 16 2 671.13 4146.12 0.162 1.333 Member Bearing

Horizontal A325X 13 1 67.64 1596.06 0.042 1.333 Member Bearing

T3 144 Leg A325X 16 12 1717.63 8292.26 0.207 1.333 Bearing

Diagonal A325X 16 2 874.09 4146.12 0.211 1.333 Member Bearing

Horizontal A325X 16 1 146.56 1796.29 0.082 1.333 Member Block Shear

T4 138 Leg A325X 16 12 3699.03 8292.26 0.446 1.333 Bearing

Diagonal A325X 16 2 1098.42 4146.12 0.265 1.333 Member Bearing

Horizontal A325X 16 1 239.92 1796.29 0.134 1.333 Member Block Shear

T5 132 Leg A325X 16 12 6250.60 8349.64 0.749 1.333 Bolt DS

Diagonal A325X 16 2 1327.22 4146.12 0.320 1.333 Member Bearing

Horizontal A325X 16 1 565.56 1796.29 0.315 1.333 Member Block Shear

T6 126 Leg A325X 16 12 9454.36 8349.64 1.132 1.333 Bolt DS

Diagonal A325X 16 2 2447.88 4174.81 0.586 1.333 Bolt Shear

Horizontal A325X 16 1 800.31 1796.29 0.446 1.333 Member Block Shear

T7 120 Leg A325X 16 12 10436.80 8349.64 1.250 1.333 Bolt DS

Diagonal A325X 16 2 5366.50 4174.81 1.285 1.333 Bolt Shear

Horizontal A325X 16 1 498.58 2694.43 0.185 1.333 Member Block Shear

Top Girt A325X 16 2 2543.33 4146.12 0.613 1.333 Member Bearing

T8 115 Leg A325X 16 12 8217.96 8349.64 0.984 1.333 Bolt DS

Diagonal A325X 16 2 2416.75 4174.81 0.579 1.333 Bolt Shear

Horizontal A325X 16 1 232.97 2694.43 0.086 1.333 Member Block Shear

Top Girt A325X 16 2 1792.49 4174.81 0.429 1.333 Bolt Shear

T9 110 Leg A325X 19 16 7741.01 12023.47 0.644 1.333 Bolt DS

Diagonal A325X 16 2 2723.08 4174.81 0.652 1.333 Bolt Shear

Horizontal A325X 16 1 319.10 1796.29 0.178 1.333 Member Block Shear

T10 105 Leg A325X 19 16 9534.38 12023.47 0.793 1.333 Bolt DS

Diagonal A325X 16 2 3055.46 4174.81 0.732 1.333 Bolt Shear

Horizontal A325X 16 1 390.54 2694.43 0.145 1.333 Member Block Shear

T11 100 Leg A325X 22 16 11328.34 16357.91 0.693 1.333 Bolt DS

Diagonal A325X 16 2 3648.54 4174.81 0.874 1.333 Bolt Shear

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ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2 REFORZADA

Page 58 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 16:01:52 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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

Horizontal A325X 16 1 596.97 4146.12 0.144 1.333 Member Bearing

T12 95 Leg A325X 22 16 11952.34 11606.52 1.030 1.333 Bearing

Diagonal A325N 19 3 5251.47 4208.21 1.248 1.333 Bolt Shear

Horizontal A325X 16 1 467.26 4174.81 0.112 1.333 Bolt Shear

Top Girt A325N 16 2 2853.67 2922.37 0.976 1.333 Bolt Shear

T13 90 Leg A325X 22 16 14802.63 11606.52 1.275 1.333 Bearing

Diagonal A325X 16 2 2462.36 4174.81 0.590 1.333 Bolt Shear

Horizontal A325X 16 1 523.00 4174.81 0.125 1.333 Bolt Shear

T14 85 Leg A325X 22 16 14291.84 11606.52 1.231 1.333 Bearing

Diagonal A325X 16 2 1576.84 4174.81 0.378 1.333 Bolt Shear

Horizontal A325X 16 2 338.43 4174.81 0.081 1.333 Bolt Shear

T15 80 Leg A325X 22 18 12457.10 11606.52 1.073 1.333 Bearing

Diagonal A325X 16 2 1038.37 4174.81 0.249 1.333 Bolt Shear

Horizontal A325X 16 2 260.54 4174.81 0.062 1.333 Bolt Shear

T16 75 Leg A325X 22 24 9379.48 11606.52 0.808 1.333 Bearing

Diagonal A325X 16 2 528.85 4174.81 0.127 1.333 Bolt Shear

Horizontal A325X 16 2 216.81 4174.81 0.052 1.333 Bolt Shear

T17 67.5 Leg A325X 22 32 7103.39 15475.35 0.459 1.333 Bearing

Diagonal A325X 16 2 636.06 4174.81 0.152 1.333 Bolt Shear

Horizontal A325X 16 2 201.40 4174.81 0.048 1.333 Bolt Shear

T18 60 Leg A325X 22 32 7395.78 15475.35 0.478 1.333 Bearing

Diagonal A325X 16 2 930.85 4174.81 0.223 1.333 Bolt Shear

Horizontal A325X 16 2 214.75 4174.81 0.051 1.333 Bolt Shear

T19 50 Leg A325X 22 32 7705.31 15475.35 0.498 1.333 Bearing

Diagonal A325X 16 2 1373.22 4174.81 0.329 1.333 Bolt Shear

Horizontal A325X 16 2 201.87 4174.81 0.048 1.333 Bolt Shear

T20 40 Leg A325X 22 32 8148.38 16357.91 0.498 1.333 Bolt DS

Diagonal A325X 16 2 1910.91 4174.81 0.458 1.333 Bolt Shear

Horizontal A325X 16 2 261.53 4174.81 0.063 1.333 Bolt Shear

T21 30 Leg A325X 22 32 8606.55 16357.91 0.526 1.333 Bolt DS

Diagonal A325X 16 2 2279.89 4174.81 0.546 1.333 Bolt Shear

Horizontal A325X 16 2 256.54 4174.81 0.061 1.333 Bolt Shear

T22 20 Leg A325X 22 32 9032.52 16357.91 0.552 1.333 Bolt DS

Diagonal A325X 16 2 3867.20 4174.81 0.926 1.333 Bolt Shear

Top Girt A325X 16 2 1722.98 4174.81 0.413 1.333 Bolt Shear

T23 10 Leg A325X 22 32 9675.26 16357.91 0.591 1.333 Bolt DS

Diagonal A325X 16 2 3999.00 4174.81 0.958 1.333 Bolt Shear

Top Girt A325X 16 2 1957.84 4174.81 0.469 1.333 Bolt Shear

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ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2 REFORZADA

Page 59 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 16:01:52 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

Designed by Ing. Jaime Gutierrez C.

Compression Checks

Leg 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 154 - 150 L64x64x6.4 4.000 1.000 80.2 K=1.00

131 768 -888.30 10242.62 0.087

T2 150 - 144 L64x64x6.4 6.000 1.000 80.2 K=1.00

131 768 -7018.44 10242.62 0.685

T3 144 - 138 L76x76x10 6.000 1.000 67.1 K=1.00

148 1361 -17887.51 20552.59 0.870

T4 138 - 132 2L76x76x9.5 6.000 1.000 67.1 K=1.00

148 2723 -31799.65 41105.23 0.774

T5 132 - 126 2L102x102x12.7 6.000 1.000 50.3 K=1.00

168 4839 -49403.48 82655.89 0.598

T6 126 - 120 2L102x102x12.7 6.000 1.000 50.3 K=1.00

168 4839 -67512.25 82655.89 0.817

T7 120 - 115 2L102x102x12.7 5.111 1.278 64.3 K=1.00

151 4839 -59385.24 74721.65 0.795

T8 115 - 110 L152x152x13 5.000 1.250 41.7 K=1.00

176 3710 -49359.94 66743.87 0.740

T9 110 - 105 L152x152x16 5.000 1.250 41.7 K=1.00

176 4587 -62500.51 82530.25 0.757

T10 105 - 100 L152x152x16 5.000 1.250 41.7 K=1.00

176 4587 -76333.27 82530.25 0.925

T11 100 - 95 L152x152x19 5.000 1.250 42.1 K=1.00

176 5445 -91731.83 97773.22 0.938

T12 95 - 90 2L 152x152x9.5 5.000 1.250 41.4 K=1.00

151 5626 -96411.09 86723.26 1.112

T13 90 - 85 3L152x152x9.5 5.027 1.257 51.3 K=1.00

144 8439 -118440.26 123548.16 0.959

T14 85 - 80 2L 152x152x9.5 5.027 1.257 41.6 K=1.00

151 5626 -114952.13 86630.27 1.327

T15 80 - 75 2L 152x152x9.5 5.027 1.257 41.6 K=1.00

151 5626 -112224.68 86630.27 1.295

T16 75 - 67.5 3L152x152x9.5 7.540 1.885 76.9 K=1.00

121 8439 -113203.99 103803.28 1.091

T17 67.5 - 60 2L152x152x12.7 7.540 1.885 62.9 K=1.00

153 7419 -114254.05 115892.88 0.986

T18 60 - 50 2L152x152x12.7 10.054 2.513 83.9 K=1.00

126 7419 -119095.70 95092.04 1.252

T19 50 - 40 2L152x152x12.7 10.054 2.513 83.9 K=1.00

126 7419 -124149.17 95092.49 1.306

T20 40 - 30 3L152x152x12.7 10.054 2.513 39.4 K=1.00

179 11129 -131077.80 202787.14 0.646

T21 30 - 20 3L152x152x12.7 10.054 2.513 39.4 K=1.00

179 11129 -139165.81 202787.14 0.686

T22 20 - 10 3L152x152x12.7 10.054 2.011 31.5 K=1.00

186 11129 -144890.14 210976.30 0.687

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ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2 REFORZADA

Page 60 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 16:01:52 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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

T23 10 - 0 3L152x152x12.7 10.054 2.011 31.5 K=1.00

186 11129 -155609.44 210976.30 0.738

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 154 - 150 L51x51x4.8 1.193 1.134 113.4 K=1.00

80 461 -515.66 3769.03 0.137

T2 150 - 144 L51x51x4.8 1.193 1.134 113.4 K=1.00

80 461 -1342.26 3769.03 0.356

T3 144 - 138 L51x51x4.8 1.193 1.123 112.2 K=1.00

82 461 -1748.17 3847.66 0.454

T4 138 - 132 L64x64x4.8 1.193 1.123 89.3 K=1.00

118 582 -2196.84 6987.77 0.314

T5 132 - 126 L64x64x4.8 1.193 1.099 87.4 K=1.00

120 582 -2575.90 7148.62 0.360

T6 126 - 120 L64x64x6.4 1.193 1.099 88.2 K=1.00

119 768 -4037.21 9354.94 0.432

T7 120 - 115 L76x76x6.4 1.421 1.353 90.0 K=1.00

117 929 -9784.63 11061.76 0.885

T8 115 - 110 L64x64x6.4 2.865 1.433 114.9 K=1.00

78 768 -4540.32 6108.17 0.743

T9 110 - 105 L76x76x6.4 2.865 1.433 95.3 K=1.00

109 929 -5446.15 10307.44 0.528

T10 105 - 100 L76x76x6.4 2.865 1.433 95.3 K=1.00

109 929 -5847.26 10307.44 0.567

T11 100 - 95 L76x76x6.4 2.865 1.433 95.3 K=1.00

109 929 -6847.61 10307.44 0.664

T12 95 - 90 L102x102x6.4 2.865 1.433 70.9 K=1.00

126 1252 -15754.40 16134.06 0.976

T13 90 - 85 L76x76x6.4 2.871 1.436 95.5 K=1.00

109 929 -4204.63 10278.95 0.409

T14 85 - 80 L76x76x6.4 3.067 1.533 102.0 K=1.00

98 929 -2690.48 9304.18 0.289

T15 80 - 75 L76x76x6.4 3.292 1.646 109.5 K=1.00

86 929 -1683.25 8140.17 0.207

T16 75 - 67.5 L76x76x6.4 4.516 2.258 150.2 K=1.00

46 929 -695.20 4325.94 0.161

T17 67.5 - 60 L102x102x6.4 5.207 2.603 128.9 K=1.00

62 1252 -1241.61 7906.21 0.157

T18 60 - 50 L102x102x6.4 6.628 3.314 164.1 K=1.00

38 1252 -1838.02 4878.75 0.377

T19 50 - 40 L102x102x6.4 7.130 3.565 176.5 K=1.00

33 1252 -2746.43 4216.25 0.651

T20 40 - 30 L102x102x6.4 7.669 3.835 189.9 K=1.00

29 1252 -3821.81 3644.21 1.049

T21 30 - 20 L102x102x7.9 8.238 4.119 205.0 K=1.00

24 1548 -4559.78 3867.49 1.179

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ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2 REFORZADA

Page 61 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 16:01:52 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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 > 200 (C) - 1292 T22 20 - 10 L102x102x9.5 12.386 2.477 79.3

K=1.00 132 1845 -7734.39 24848.20 0.311

T23 10 - 0 L102x102x9.5 12.830 2.566 82.1 K=1.00

128 1845 -7998.01 24106.08 0.332

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

T1 154 - 150 L38x38x3.2 1.300 1.236 104.7 K=1.00

94 232 -71.53 2218.72 0.032

T2 150 - 144 L38x38x3.2 1.300 1.236 104.7 K=1.00

94 232 -71.51 2218.72 0.032

T3 144 - 138 L38x38x3.2 1.300 1.224 103.6 K=1.00

96 232 -161.24 2260.52 0.071

T4 138 - 132 L38x38x3.2 1.300 1.224 103.6 K=1.00

96 232 -261.17 2260.52 0.116

T5 132 - 126 L38x38x3.2 1.300 1.198 101.4 K=1.00

99 232 -564.59 2343.15 0.241

T6 126 - 120 L51x51x3.2 1.300 1.198 75.3 K=1.00

122 312 -834.42 3894.09 0.214

T7 120 - 115 L51x51x4.8 2.425 2.323 148.3 K=1.00

47 461 -570.03 2203.50 0.259

T8 115 - 110 L51x51x4.8 2.800 2.648 168.9 K=1.00

36 461 -322.43 1696.90 0.190

T9 110 - 105 L51x51x3.2 2.800 2.648 166.4 K=1.00

37 312 -437.66 1184.23 0.370

T10 105 - 100 L51x51x4.8 2.800 2.648 168.9 K=1.00

36 461 -594.09 1696.90 0.350

T11 100 - 95 L51x51x4.8 2.800 2.648 168.9 K=1.00

36 461 -596.97 1696.90 0.352

T12 95 - 90 L64x64x6.4 2.800 1.324 67.8 K=1.00

147 768 -467.26 11522.34 0.041

T13 90 - 85 L64x64x6.4 3.167 3.015 154.3 K=1.00

43 768 -523.00 3384.07 0.155

T14 85 - 80 L64x64x6.4 3.901 3.748 191.9 K=1.00

28 768 -676.87 2188.67 0.309

T15 80 - 75 L64x64x6.4 4.635 4.482 229.5 K=1.00

20 768 -521.08 1530.64 0.340

T16 75 - 67.5 L64x64x6.4 5.552 5.400 276.4 K=1.00

13 768 -433.61 1054.74 0.411

KL/R > 250 (C) - 971 T17 67.5 - 60 L76x76x6.4 6.653 6.500 275.2

K=1.00 14 929 -402.80 1288.07 0.313

KL/R > 250 (C) - 1035 T18 60 - 50 L76x76x6.4 7.937 7.785 329.5

K=1.00 9 929 -429.50 898.13 0.478

KL/R > 250 (C) - 1099

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ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2 REFORZADA

Page 62 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 16:01:52 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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

T19 50 - 40 L76x76x6.4 9.405 9.253 391.7 K=1.00

7 929 -403.74 635.76 0.635

KL/R > 250 (C) - 1163 T20 40 - 30 L76x76x6.4 10.873 10.720 453.8

K=1.00 5 929 -523.06 473.58 1.104

KL/R > 250 (C) - 1227 T21 30 - 20 L76x76x7.9 12.341 12.188 520.4

K=1.00 4 1148 -513.09 445.13 1.153

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 154 - 150 L51x51x4.8 1.300 1.236 78.9 K=1.00

133 461 -10.89 6237.12 0.002

T7 120 - 115 L51x51x4.8 1.300 1.198 76.5 K=1.00

136 461 -5086.68 6392.03 0.796

T8 115 - 110 L76x76x6.4 2.800 2.698 179.5 K=1.00

32 929 -3188.52 3028.85 1.053

T12 95 - 90 L102x102x6.4 2.800 2.648 131.1 K=1.00

60 1252 -5280.09 7643.90 0.691

T22 20 - 10 L102x102x6.4 13.074 3.269 102.9 K=1.00

93 1252 -3628.78 11812.91 0.307

T23 10 - 0 L102x102x6.4 14.542 3.636 114.5 K=1.00

78 1252 -4523.21 10008.16 0.452

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

T8 115 - 110 L38x38x3.2 0.700 0.624 82.9 K=1.00

127 232 -761.87 3003.13 0.254

T9 110 - 105 L38x38x3.2 0.700 0.624 82.9 K=1.00

127 232 -1006.82 3003.13 0.335

T10 105 - 100 L38x38x3.2 0.700 0.624 82.9 K=1.00

127 232 -1163.16 3003.13 0.387

T11 100 - 95 L38x38x3.2 0.700 0.624 82.9 K=1.00

127 232 -1518.77 3003.13 0.506

T12 95 - 90 L38x38x3.2 0.700 0.624 82.9 K=1.00

127 232 -1446.17 3003.13 0.482

T13 90 - 85 L38x38x3.2 0.792 0.716 95.1 K=1.00

109 232 -1781.36 2578.43 0.691

T14 85 - 80 L38x38x3.2 0.975 0.899 119.5 K=1.00

72 232 -1728.90 1704.66 1.014

T15 80 - 75 L38x38x5 1.159 1.082 145.3 49 340 -1687.87 1692.42 0.997

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ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2 REFORZADA

Page 63 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 16:01:52 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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 T16 75 - 67.5 L51x51x3.2 1.388 1.312 129.9

K=1.00 61 312 -1702.60 1943.94 0.876

T17 67.5 - 60 L51x51x4.8 1.663 1.587 158.6 K=1.00

41 461 -1718.39 1925.91 0.892

T18 60 - 50 L51x51x6.4 1.984 1.908 192.1 K=1.00

28 605 -1791.21 1721.32 1.041

T19 50 - 40 L64x64x8 2.351 2.275 183.2 K=1.00

31 942 -1867.22 2947.66 0.633

T20 40 - 30 L64x64x6.4 2.718 2.642 211.8 K=1.00

23 768 -1971.42 1796.09 1.098

T21 30 - 20 L64x64x8 3.085 3.009 242.3 K=1.00

18 942 -2093.08 1685.10 1.242

T22 20 - 10 L64x64x6.4 1.307 1.231 98.7 K=1.00

103 768 -2179.16 8096.40 0.269

T23 10 - 0 L51x51x3.2 1.454 1.378 136.5 K=1.00

55 312 -2340.39 1761.72 1.328

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

T22 20 - 10 L64x64x6.4 2.615 2.539 203.6 K=1.00

25 768 -2179.16 1945.23 1.120

T23 10 - 0 L76x76x6.4 2.908 2.832 188.4 K=1.00

29 929 -2340.39 2749.43 0.851

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

T22 20 - 10 L76x76x10 3.922 3.846 258.0 K=1.00

15 1361 -2179.16 2147.78 1.015

KL/R > 250 (C) - 1375 T23 10 - 0 L102x102x6.4 4.363 4.286 212.3

K=1.00 23 1252 -2340.39 2916.32 0.803

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

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RRIISSAATToowweerr Job

ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2 REFORZADA

Page 64 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 16:01:52 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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

T22 20 - 10 L102x102x6.4 5.230 5.154 255.2 K=1.00

16 1252 -2179.16 2017.43 1.080

KL/R > 250 (C) - 1377 T23 10 - 0 L102x102x7.9 5.817 5.741 285.7

K=1.00 13 1548 -2340.39 1991.29 1.175

KL/R > 250 (C) - 1506

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

T8 115 - 110 L38x38x3.2 1.433 1.277 169.7 K=1.00

36 232 -878.93 845.27 1.040

T9 110 - 105 L38x38x3.2 1.433 1.277 169.7 K=1.00

36 232 -994.96 845.27 1.177

T10 105 - 100 L44x44x3.2 1.433 1.277 144.9 K=1.00

49 272 -1262.55 1360.46 0.928

T11 100 - 95 L38x38x5 1.433 1.277 171.3 K=1.00

35 340 -1408.07 1216.68 1.157

T12 95 - 90 L38x38x5 1.433 1.277 171.3 K=1.00

35 340 -1479.90 1216.68 1.216

T13 90 - 85 L51x51x4.8 1.533 1.378 137.7 K=1.00

54 461 -1725.07 2552.55 0.676

T14 85 - 80 L51x51x4.8 1.646 1.514 151.3 K=1.00

45 461 -1459.04 2114.84 0.690

T15 80 - 75 L51x51x6.4 1.770 1.653 166.5 K=1.00

37 605 -1289.51 2292.58 0.562

T16 75 - 67.5 L64x64x4.8 2.421 2.284 181.7 K=1.00

31 582 -1484.95 1850.78 0.802

T17 67.5 - 60 L64x64x6.4 2.603 2.483 199.1 K=1.00

26 768 -1344.87 2033.69 0.661

T18 60 - 50 L64x64x6.4 3.314 3.184 255.3 K=1.00

16 768 -1495.82 1236.58 1.210

KL/R > 250 (C) - 1119 T19 50 - 40 L64x64x8 3.565 3.449 277.7

K=1.00 13 942 -1415.52 1282.67 1.104

KL/R > 250 (C) - 1183 T20 40 - 30 L64x64x10 3.835 3.728 301.3

K=1.00 11 1116 -1390.52 1290.41 1.078

KL/R > 250 (C) - 1247 T21 30 - 20 L76x76x6.4 4.119 4.019 267.3

K=1.00 14 929 -1397.30 1365.60 1.023

KL/R > 250 (C) - 1311 T22 20 - 10 L64x64x6.4 2.317 2.166 173.7

K=1.00 34 768 -1930.95 2671.90 0.723

T23 10 - 0 L64x64x6.4 2.394 2.255 180.8 K=1.00

31 768 -1926.38 2464.90 0.782

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RRIISSAATToowweerr Job

ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2 REFORZADA

Page 65 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 16:01:52 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

Designed by Ing. Jaime Gutierrez C.

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

T22 20 - 10 L64x64x6.4 3.180 3.082 247.1 K=1.00

17 768 -1325.11 1319.75 1.004

T23 10 - 0 L64x64x6.4 3.413 3.319 266.1 K=1.00

15 768 -1373.18 1138.19 1.206

KL/R > 250 (C) - 1505

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

T22 20 - 10 L76x76x6.4 4.275 4.189 278.6 K=1.00

13 929 -1187.58 1256.86 0.945

KL/R > 250 (C) - 1378 T23 10 - 0 L76x76x6.4 4.668 4.584 304.9

K=1.00 11 929 -1252.23 1049.49 1.193

KL/R > 250 (C) - 1507

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

T22 20 - 10 L76x76x6.4 3.961 3.872 257.5 K=1.00

16 929 -1320.24 1470.79 0.898

KL/R > 250 (C) - 1379 T23 10 - 0 L76x76x6.4 4.281 4.195 279.0

K=1.00 13 929 -1377.98 1253.30 1.099

KL/R > 250 (C) - 1508

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 115 - 110 L38x38x3.2 0.990 0.990 131.6 K=1.00

59 232 -37.72 1405.86 0.027

T9 110 - 105 L38x38x3.2 0.990 0.990 131.6 K=1.00

59 232 -35.91 1405.86 0.026

T10 105 - 100 L38x38x3.2 0.990 0.990 131.6 K=1.00

59 232 -23.07 1405.86 0.016

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RRIISSAATToowweerr Job

ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2 REFORZADA

Page 66 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 16:01:52 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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 100 - 95 L38x38x3.2 0.990 0.990 131.6 K=1.00

59 232 -14.80 1405.86 0.011

T12 95 - 90 L38x38x3.2 0.990 0.990 131.6 K=1.00

59 232 -106.27 1405.86 0.076

T13 90 - 85 L38x38x3.2 1.120 1.120 148.8 K=1.00

46 232 -16.63 1098.95 0.015

T14 85 - 80 L38x38x3.2 1.379 1.379 183.3 K=1.00

31 232 -14.61 724.34 0.020

T15 80 - 75 L38x38x5 1.639 1.639 219.9 K=1.00

21 340 -13.19 738.57 0.018

T16 75 - 67.5 L38x38x5 1.963 1.963 263.4 K=1.00

15 340 -10.13 514.67 0.020

KL/R > 250 (C) - 1006 T17 67.5 - 60 L51x51x3.2 2.352 2.352 232.9

K=1.00 19 312 -17.98 604.68 0.030

T18 60 - 50 L51x51x3.2 2.806 2.806 277.9 K=1.00

13 312 -12.13 424.83 0.029*

KL/R > 250 (C) - 1134 T19 50 - 40 L51x51x3.2 3.325 3.325 329.3

K=1.00 9 312 -14.55 302.56 0.048*

KL/R > 250 (C) - 1198 T20 40 - 30 L51x51x3.2 3.844 3.844 380.7

K=1.00 7 312 -16.25 226.38 0.072*

KL/R > 250 (C) - 1262 T21 30 - 20 L51x51x3.2 4.363 4.363 432.1

K=1.00 6 312 -21.30 175.73 0.121*

KL/R > 250 (C) - 1326 T22 20 - 10 L51x51x3.2 1.849 1.849 183.1

K=1.00 31 312 -51.86 978.49 0.053

T23 10 - 0 L51x51x3.2 2.057 2.057 203.7 K=1.00

25 312 -52.24 790.97 0.066

* DL controls

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

T22 20 - 10 L51x51x3.2 3.698 3.698 366.2 K=1.00

8 312 -18.63 244.62 0.076

KL/R > 250 (C) - 1446 T23 10 - 0 L51x51x3.2 4.113 4.113 407.3

K=1.00 6 312 -18.18 197.74 0.092

KL/R > 250 (C) - 1575

Redundant Hip (3) Design Data (Compression)

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RRIISSAATToowweerr Job

ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2 REFORZADA

Page 67 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 16:01:52 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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

T22 20 - 10 L51x51x3.2 5.547 5.547 549.3 K=1.00

3 312 -34.40 108.72 0.316

KL/R > 250 (C) - 1448 T23 10 - 0 L51x51x3.2 6.170 6.170 611.0

K=1.00 3 312 -34.62 87.88 0.394

KL/R > 250 (C) - 1577

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

T22 20 - 10 L51x51x3.2 7.396 7.396 732.5 K=1.00

2 312 -12.99 61.16 0.212

KL/R > 250 (C) - 1386 T23 10 - 0 L51x51x3.2 8.226 8.226 814.7

K=1.00 2 312 -11.02 49.44 0.223*

KL/R > 250 (C) - 1515

* DL controls

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

T22 20 - 10 L64x64x4.8 8.632 8.632 686.6 K=1.00

2 582 -18.71 129.62 0.144

KL/R > 250 (C) - 1416 T23 10 - 0 L64x64x4.8 9.548 9.548 759.4

K=1.00 2 582 -19.77 105.93 0.187

KL/R > 250 (C) - 1545

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

T12 95 - 90 L64x64x6.4 3.960 3.807 305.3 K=1.00

11 768 -478.48 864.84 0.553

KL/R > 250 (C) - 681 T22 20 - 10 L76x76x6.4 9.245 9.245 614.8

K=1.00 3 929 -236.61 258.03 0.917

KL/R > 250 (C) - 1336 T23 10 - 0 L76x76x6.4 14.542 14.542 967.1 1 929 -67.40 104.29 0.646

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RRIISSAATToowweerr Job

ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2 REFORZADA

Page 68 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 16:01:52 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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

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 154 - 150 L64x64x6.4 4.000 1.000 51.2 224 526 739.80 12014.53 0.062

T2 150 - 144 L64x64x6.4 6.000 1.000 51.2 224 526 6639.87 12014.53 0.553

T3 144 - 138 L76x76x10 6.000 1.000 43.1 224 998 17257.79 22812.89 0.756

T4 138 - 132 2L76x76x9.5 6.000 1.000 43.1 224 2360 31565.59 53918.09 0.585

T5 132 - 126 2L102x102x12.7 6.000 1.000 32.3 224 4355 50486.21 99506.85 0.507

T6 126 - 120 2L102x102x12.7 6.000 1.000 32.3 224 4355 71913.01 99506.85 0.723

T7 120 - 115 2L102x102x12.7 5.111 1.278 41.2 224 4355 62620.71 99506.85 0.629

T8 115 - 110 L152x152x13 5.000 1.250 26.5 224 3226 48364.75 73708.78 0.656

T9 110 - 105 L152x152x16 5.000 1.250 26.7 224 3881 61347.02 88690.03 0.692

T10 105 - 100 L152x152x16 5.000 1.250 26.7 224 3881 75099.50 88690.03 0.847

T11 100 - 95 L152x152x19 5.000 1.250 26.9 224 4478 90603.29 102312.32 0.886

T12 95 - 90 2L 152x152x9.5 5.000 1.250 26.2 224 5142 96234.64 117494.06 0.819

T13 90 - 85 3L152x152x9.5 5.027 1.257 26.3 207 8439 111868.61 177989.70 0.629

T14 85 - 80 2L 152x152x9.5 5.027 1.257 26.3 224 5142 104793.93 117494.06 0.892

T15 80 - 75 2L 152x152x9.5 5.027 1.257 26.3 224 5142 100848.13 117494.06 0.858

T16 75 - 67.5 3L152x152x9.5 7.540 1.885 39.5 207 8439 99400.26 177989.70 0.558

T17 67.5 - 60 2L152x152x12.7 7.540 1.885 39.9 224 6774 99126.74 154791.16 0.640

T18 60 - 50 2L152x152x12.7 10.054 2.513 53.2 224 6774 101356.60 154791.16 0.655

T19 50 - 40 2L152x152x12.7 10.054 2.513 53.2 224 6774 104915.49 154791.16 0.678

T20 40 - 30 3L152x152x12.7 10.054 2.513 39.4 224 8549 109913.63 195340.06 0.563

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RRIISSAATToowweerr Job

ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2 REFORZADA

Page 69 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 16:01:52 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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

T21 30 - 20 3L152x152x12.7 10.054 2.513 39.4 224 8549 114637.34 195340.06 0.587

T22 20 - 10 3L152x152x12.7 10.054 2.011 31.5 224 8549 117954.46 195340.06 0.604

T23 10 - 0 3L152x152x12.7 10.054 2.011 31.5 224 8549 122825.14 195340.06 0.629

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 154 - 150 L51x51x4.8 1.193 1.134 72.4 224 278 510.84 6350.48 0.080

T2 150 - 144 L51x51x4.8 1.193 1.134 72.4 224 278 1327.75 6350.48 0.209

T3 144 - 138 L51x51x4.8 1.193 1.123 71.6 224 278 1745.32 6350.48 0.275

T4 138 - 132 L64x64x4.8 1.193 1.123 56.8 224 368 2168.78 8418.00 0.258

T5 132 - 126 L64x64x4.8 1.193 1.099 55.6 224 368 2654.44 8418.00 0.315

T6 126 - 120 L64x64x6.4 1.193 1.099 56.3 224 485 4895.76 11083.94 0.442

T7 120 - 115 L76x76x6.4 1.421 1.353 57.3 224 606 10733.04 13848.04 0.775

T8 115 - 110 L64x64x6.4 2.865 1.433 73.3 224 485 4833.53 11083.94 0.436

T9 110 - 105 L76x76x6.4 2.865 1.433 60.6 224 606 5344.68 13848.04 0.386

T10 105 - 100 L76x76x6.4 2.865 1.433 60.6 224 606 6110.93 13848.04 0.441

T11 100 - 95 L76x76x6.4 2.865 1.433 60.6 224 606 7297.08 13848.04 0.527

T12 95 - 90 L102x102x6.4 2.865 1.433 45.1 224 833 13604.37 19030.70 0.715

T13 90 - 85 L76x76x6.4 2.871 1.436 60.8 224 606 4924.74 13848.04 0.356

T14 85 - 80 L76x76x6.4 3.067 1.533 64.9 224 606 3153.68 13848.04 0.228

T15 80 - 75 L76x76x6.4 3.292 1.646 69.7 224 606 2076.73 13848.04 0.150

T16 75 - 67.5 L76x76x6.4 4.516 2.258 95.6 224 606 1057.71 13848.04 0.076

T17 67.5 - 60 L102x102x6.4 5.207 2.603 82.0 224 848 1272.13 19376.20 0.066

T18 60 - 50 L102x102x6.4 6.628 3.314 104.4 224 848 1861.69 19376.20 0.096

T19 50 - 40 L102x102x6.4 7.130 3.565 112.3 224 848 2482.28 19376.20 0.128

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ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2 REFORZADA

Page 70 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 16:01:52 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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

T20 40 - 30 L102x102x6.4 7.669 3.835 120.8 224 848 3442.79 19376.20 0.178

T21 30 - 20 L102x102x7.9 8.238 4.119 130.8 224 1048 3812.59 23943.83 0.159

T22 20 - 10 L102x102x9.5 12.386 2.477 79.3 224 1248 6587.39 28511.46 0.231

T23 10 - 0 L102x102x9.5 12.830 2.566 82.1 224 1248 7073.23 28511.46 0.248

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

T1 154 - 150 L38x38x3.2 1.300 1.236 104.7 224 136 71.85 3109.59 0.023

T2 150 - 144 L38x38x3.2 1.300 1.236 104.7 224 136 67.64 3109.59 0.022

T3 144 - 138 L38x38x3.2 1.300 1.224 103.6 224 129 146.56 2936.83 0.050

T4 138 - 132 L38x38x3.2 1.300 1.224 103.6 224 129 239.92 2936.83 0.082

T5 132 - 126 L38x38x3.2 1.300 1.198 101.4 224 129 565.56 2936.83 0.193

T6 126 - 120 L51x51x3.2 1.300 1.198 75.3 224 189 800.31 4318.88 0.185

T7 120 - 115 L51x51x4.8 2.425 2.323 148.3 224 278 498.58 6350.48 0.079

T8 115 - 110 L51x51x4.8 2.800 2.648 168.9 224 278 232.97 6350.48 0.037

T9 110 - 105 L51x51x3.2 2.800 2.648 166.4 224 189 319.10 4318.88 0.074

T10 105 - 100 L51x51x4.8 2.800 2.648 168.9 224 278 390.54 6350.48 0.061

T11 100 - 95 L51x51x4.8 2.800 2.648 168.9 224 278 338.58 6350.48 0.053

T12 95 - 90 L64x64x6.4 2.800 1.324 67.8 224 485 317.49 11083.94 0.029

T13 90 - 85 L64x64x6.4 3.167 3.015 154.3 224 485 178.05 11083.94 0.016

T14 85 - 80 L64x64x6.4 3.901 3.748 191.9 224 485 283.62 11083.94 0.026

T15 80 - 75 L64x64x6.4 4.635 4.482 229.5 224 485 177.21 11083.94 0.016

T16 75 - 67.5 L64x64x6.4 5.552 5.400 276.4 224 485 101.00 11083.94 0.009

T17 67.5 - 60 L76x76x6.4 6.653 6.500 275.2 224 606 68.40 13848.04 0.005

T18 60 - 50 L76x76x6.4 7.937 7.785 329.5 224 606 25.68 13848.04 0.002

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ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2 REFORZADA

Page 71 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 16:01:52 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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

T19 50 - 40 L76x76x6.4 9.405 9.253 391.7 224 606 33.73 13848.04 0.002

T20 40 - 30 L76x76x6.4 10.873 10.720 453.8 224 606 236.59 13848.04 0.017

T21 30 - 20 L76x76x7.9 12.341 12.188 520.4 224 748 258.17 17088.92 0.015

L/R > 500 (T) - 1275

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 154 - 150 L51x51x4.8 1.300 1.236 78.9 224 278 8.79 6350.48 0.001

T7 120 - 115 L51x51x4.8 1.300 1.198 76.5 224 278 4491.01 6350.48 0.707

T8 115 - 110 L76x76x6.4 2.800 2.698 114.2 224 606 3584.99 13848.04 0.259

T12 95 - 90 L102x102x6.4 2.800 2.648 83.4 224 848 5707.33 19376.20 0.295

T22 20 - 10 L102x102x6.4 13.074 3.269 102.9 224 848 3508.07 19376.20 0.181

T23 10 - 0 L102x102x6.4 14.542 3.636 114.5 224 848 4086.41 19376.20 0.211

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

T8 115 - 110 L38x38x3.2 0.700 0.624 52.8 207 232 859.72 4890.32 0.176

T9 110 - 105 L38x38x3.2 0.700 0.624 52.8 207 232 937.51 4890.32 0.192

T10 105 - 100 L38x38x3.2 0.700 0.624 52.8 207 232 1225.67 4890.32 0.251

T11 100 - 95 L38x38x3.2 0.700 0.624 52.8 207 232 1375.98 4890.32 0.281

T12 95 - 90 L38x38x3.2 0.700 0.624 52.8 207 232 1446.17 4890.32 0.296

T13 90 - 85 L38x38x3.2 0.792 0.716 60.6 207 232 1781.36 4890.32 0.364

T14 85 - 80 L38x38x3.2 0.975 0.899 76.1 207 232 1728.90 4890.32 0.354

T15 80 - 75 L38x38x5 1.159 1.082 93.3 207 340 1687.87 7175.97 0.235

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ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2 REFORZADA

Page 72 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 16:01:52 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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

T16 75 - 67.5 L51x51x3.2 1.388 1.312 82.5 207 312 1702.60 6591.29 0.258

T17 67.5 - 60 L51x51x4.8 1.663 1.587 101.3 207 461 1718.39 9729.56 0.177

T18 60 - 50 L51x51x6.4 1.984 1.908 123.3 207 605 1791.21 12764.09 0.140

T19 50 - 40 L64x64x8 2.351 2.275 117.7 207 942 1867.22 19867.35 0.094

T20 40 - 30 L64x64x6.4 2.718 2.642 135.3 207 768 1971.42 16193.25 0.122

T21 30 - 20 L64x64x8 3.085 3.009 155.7 207 942 2093.08 19867.35 0.105

T22 20 - 10 L64x64x6.4 1.307 1.231 63.0 207 768 2179.16 16193.25 0.135

T23 10 - 0 L51x51x3.2 1.454 1.378 86.6 207 312 2340.39 6591.29 0.355

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

T22 20 - 10 L64x64x6.4 2.615 2.539 130.0 207 768 2179.16 16193.25 0.135

T23 10 - 0 L76x76x6.4 2.908 2.832 119.9 207 929 2340.39 19595.20 0.119

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

T22 20 - 10 L76x76x10 3.922 3.846 165.9 207 1361 2179.16 28712.41 0.076

T23 10 - 0 L102x102x6.4 4.363 4.286 135.0 207 1252 2340.39 26399.08 0.089

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

T22 20 - 10 L102x102x6.4 5.230 5.154 162.3 207 1252 2179.16 26399.08 0.083

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ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2 REFORZADA

Page 73 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 16:01:52 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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

T23 10 - 0 L102x102x7.9 5.817 5.741 182.3 207 1548 2340.39 32658.66 0.072

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

T8 115 - 110 L38x38x3.2 1.433 1.277 108.1 207 232 804.89 4890.32 0.165

T9 110 - 105 L38x38x3.2 1.433 1.277 108.1 207 232 1037.95 4890.32 0.212

T10 105 - 100 L44x44x3.2 1.433 1.277 92.1 207 272 1226.00 5740.80 0.214

T11 100 - 95 L38x38x5 1.433 1.277 110.1 207 340 1594.19 7175.97 0.222

T12 95 - 90 L38x38x5 1.433 1.277 110.1 207 340 1479.90 7175.97 0.206

T13 90 - 85 L51x51x4.8 1.533 1.378 88.0 207 461 1725.07 9729.56 0.177

T14 85 - 80 L51x51x4.8 1.646 1.514 96.6 207 461 1459.04 9729.56 0.150

T15 80 - 75 L51x51x6.4 1.770 1.653 106.9 207 605 1289.51 12764.09 0.101

T16 75 - 67.5 L64x64x4.8 2.421 2.284 115.6 207 582 1484.95 12274.21 0.121

T17 67.5 - 60 L64x64x6.4 2.603 2.483 127.1 207 768 1344.87 16193.25 0.083

T18 60 - 50 L64x64x6.4 3.314 3.184 163.0 207 768 1495.82 16193.25 0.092

T19 50 - 40 L64x64x8 3.565 3.449 178.4 207 942 1415.52 19867.35 0.071

T20 40 - 30 L64x64x10 3.835 3.728 194.9 207 1116 1390.52 23541.45 0.059

T21 30 - 20 L76x76x6.4 4.119 4.019 170.1 207 929 1397.30 19595.20 0.071

T22 20 - 10 L64x64x6.4 2.317 2.166 110.9 207 768 1930.95 16193.25 0.119

T23 10 - 0 L64x64x6.4 2.394 2.255 115.5 207 768 1926.38 16193.25 0.119

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

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ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2 REFORZADA

Page 74 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 16:01:52 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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

T22 20 - 10 L64x64x6.4 3.180 3.082 157.8 207 768 1325.11 16193.25 0.082

T23 10 - 0 L64x64x6.4 3.413 3.319 169.9 207 768 1373.18 16193.25 0.085

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

T22 20 - 10 L76x76x6.4 4.275 4.189 177.3 207 929 1187.58 19595.20 0.061

T23 10 - 0 L76x76x6.4 4.668 4.584 194.1 207 929 1252.23 19595.20 0.064

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

T22 20 - 10 L76x76x6.4 3.961 3.872 163.9 207 929 1320.24 19595.20 0.067

T23 10 - 0 L76x76x6.4 4.281 4.195 177.6 207 929 1377.98 19595.20 0.070

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 115 - 110 L38x38x3.2 0.990 0.990 83.8 207 232 54.86 4890.32 0.011

T9 110 - 105 L38x38x3.2 0.990 0.990 83.8 207 232 62.84 4890.32 0.013

T10 105 - 100 L38x38x3.2 0.990 0.990 83.8 207 232 42.08 4890.32 0.009

T11 100 - 95 L38x38x3.2 0.990 0.990 83.8 207 232 31.56 4890.32 0.006

T12 95 - 90 L38x38x3.2 0.990 0.990 83.8 207 232 88.95 4890.32 0.018

T13 90 - 85 L38x38x3.2 1.120 1.120 94.8 207 232 16.66 4890.32 0.003

T14 85 - 80 L38x38x3.2 1.379 1.379 116.7 207 232 16.41 4890.32 0.003

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ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2 REFORZADA

Page 75 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 16:01:52 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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

T15 80 - 75 L38x38x5 1.639 1.639 141.3 207 340 8.47 7175.97 0.001

T16 75 - 67.5 L38x38x5 1.963 1.963 169.2 207 340 1.80 7175.97 0.000

T17 67.5 - 60 L51x51x3.2 2.352 2.352 147.9 207 312 2.60 6591.29 0.000

T22 20 - 10 L51x51x3.2 1.849 1.849 116.2 207 312 26.11 6591.29 0.004

T23 10 - 0 L51x51x3.2 2.057 2.057 129.3 207 312 27.71 6591.29 0.004

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

T22 20 - 10 L51x51x3.2 3.698 3.698 232.5 207 312 2.57 6591.29 0.000

T23 10 - 0 L51x51x3.2 4.113 4.113 258.6 207 312 0.90 6591.29 0.000

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

T22 20 - 10 L51x51x3.2 5.547 5.547 348.7 207 312 10.54 6591.29 0.002

T23 10 - 0 L51x51x3.2 6.170 6.170 387.9 207 312 11.44 6591.29 0.002

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

T22 20 - 10 L64x64x4.8 3.602 3.602 182.3 207 582 48.36 12274.21 0.004

T23 10 - 0 L64x64x4.8 3.879 3.879 196.3 207 582 47.03 12274.21 0.004

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RRIISSAATToowweerr Job

ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2 REFORZADA

Page 76 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 16:01:52 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

Designed by Ing. Jaime Gutierrez C.

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

T12 95 - 90 L64x64x6.4 3.960 3.807 194.9 207 768 752.12 16193.25 0.046

T22 20 - 10 L76x76x6.4 9.245 9.245 391.4 207 929 212.08 19595.20 0.011

T23 10 - 0 L76x76x6.4 10.283 10.283 435.3 207 929 95.95 19595.20 0.005

Section Capacity Table Section

No. Elevation

m Component

Type Size Critical

Element P kg

SF*Pallow

kg %

Capacity Pass Fail

T1 154 - 150 Leg L64x64x6.4 3 -888.30 13653.41 6.5 Pass Diagonal L51x51x4.8 16 -515.66 5024.11 10.3 Pass Horizontal L38x38x3.2 35 -71.53 2957.55 2.4

3.4 (b) Pass

Top Girt L51x51x4.8 5 -10.89 8314.09 0.1 0.2 (b)

Pass

T2 150 - 144 Leg L64x64x6.4 51 -7018.44 13653.41 51.4 Pass Diagonal L51x51x4.8 60 -1342.26 5024.11 26.7 Pass Horizontal L38x38x3.2 82 -71.51 2957.55 2.4

3.2 (b) Pass

T3 144 - 138 Leg L76x76x10 115 -17887.51 27396.61 65.3 Pass Diagonal L51x51x4.8 124 -1748.17 5128.93 34.1 Pass Horizontal L38x38x3.2 126 -161.24 3013.28 5.4

6.1 (b) Pass

T4 138 - 132 Leg 2L76x76x9.5 179 -31799.65 54793.27 58.0 Pass Diagonal L64x64x4.8 188 -2196.84 9314.70 23.6 Pass Horizontal L38x38x3.2 190 -261.17 3013.28 8.7

10.0 (b) Pass

T5 132 - 126 Leg 2L102x102x12.7 243 -49403.48 110180.30 44.8 56.2 (b)

Pass

Diagonal L64x64x4.8 272 -2575.90 9529.11 27.0 Pass Horizontal L38x38x3.2 254 -564.59 3123.41 18.1

23.6 (b) Pass

T6 126 - 120 Leg 2L102x102x12.7 307 -67512.25 110180.30 61.3 84.9 (b)

Pass

Diagonal L64x64x6.4 320 4895.76 14774.89 33.1 44.0 (b)

Pass

Horizontal L51x51x3.2 338 -834.42 5190.82 16.1 33.4 (b)

Pass

T7 120 - 115 Leg 2L102x102x12.7 371 -59385.24 99603.96 59.6 93.8 (b)

Pass

Diagonal L76x76x6.4 410 -9784.63 14745.33 66.4 96.4 (b)

Pass

Horizontal L51x51x4.8 386 -570.03 2937.26 19.4 Pass Top Girt L51x51x4.8 374 -5086.68 8520.57 59.7 Pass

T8 115 - 110 Leg L152x152x13 419 -49359.94 88969.57 55.5 73.8 (b)

Pass

Diagonal L64x64x6.4 441 -4540.32 8142.19 55.8 Pass Horizontal L51x51x4.8 448 -322.43 2261.97 14.3 Pass Top Girt L76x76x6.4 424 -3188.52 4037.46 79.0 Pass Redund Horz 1 L38x38x3.2 450 -761.87 4003.17 19.0 Pass

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ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2 REFORZADA

Page 77 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 16:01:52 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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 1

Bracing L38x38x3.2 438 -878.93 1126.74 78.0 Pass

Redund Hip 1 Bracing

L38x38x3.2 455 -37.72 1874.02 2.0 Pass

T9 110 - 105 Leg L152x152x16 487 -62500.51 110012.82 56.8 Pass Diagonal L76x76x6.4 505 -5446.15 13739.81 39.6

48.9 (b) Pass

Horizontal L51x51x3.2 512 -437.66 1578.58 27.7 Pass Redund Horz 1

Bracing L38x38x3.2 545 -1006.82 4003.17 25.2 Pass

Redund Diag 1 Bracing

L38x38x3.2 536 -994.96 1126.74 88.3 Pass

Redund Hip 1 Bracing

L38x38x3.2 547 -35.91 1874.02 1.9 Pass

T10 105 - 100 Leg L152x152x16 551 -76333.27 110012.82 69.4 Pass Diagonal L76x76x6.4 569 -5847.26 13739.81 42.6

54.9 (b) Pass

Horizontal L51x51x4.8 576 -594.09 2261.97 26.3 Pass Redund Horz 1

Bracing L38x38x3.2 609 -1163.16 4003.17 29.1 Pass

Redund Diag 1 Bracing

L44x44x3.2 566 -1262.55 1813.49 69.6 Pass

Redund Hip 1 Bracing

L38x38x3.2 583 -23.07 1874.02 1.2 Pass

T11 100 - 95 Leg L152x152x19 615 -91731.83 130331.70 70.4 Pass Diagonal L76x76x6.4 633 -6847.61 13739.81 49.8

65.6 (b) Pass

Horizontal L51x51x4.8 640 -596.97 2261.97 26.4 Pass Redund Horz 1

Bracing L38x38x3.2 673 -1518.77 4003.17 37.9 Pass

Redund Diag 1 Bracing

L38x38x5 630 -1408.07 1621.83 86.8 Pass

Redund Hip 1 Bracing

L38x38x3.2 676 -14.80 1874.02 0.8 Pass

T12 95 - 90 Leg 2L 152x152x9.5 679 -96411.09 115602.10 83.4 Pass Diagonal L102x102x6.4 703 -15754.40 21506.70 73.3

93.6 (b) Pass

Horizontal L64x64x6.4 687 -467.26 15359.28 3.0 8.4 (b)

Pass

Top Girt L102x102x6.4 686 -5280.09 10189.31 51.8 73.3 (b)

Pass

Redund Horz 1 Bracing

L38x38x3.2 699 -1446.17 4003.17 36.1 Pass

Redund Diag 1 Bracing

L38x38x5 735 -1479.90 1621.83 91.2 Pass

Redund Hip 1 Bracing

L38x38x3.2 751 -106.27 1874.02 5.7 Pass

Inner Bracing L64x64x6.4 681 -478.48 1152.83 41.5 Pass T13 90 - 85 Leg 3L152x152x9.5 754 -118440.26 164689.70 71.9

95.7 (b) Pass

Diagonal L76x76x6.4 791 -4204.63 13701.84 30.7 44.2 (b)

Pass

Horizontal L64x64x6.4 779 -523.00 4510.96 11.6 Pass Redund Horz 1

Bracing L38x38x3.2 798 -1781.36 3437.04 51.8 Pass

Redund Diag 1 Bracing

L51x51x4.8 799 -1725.07 3402.54 50.7 Pass

Redund Hip 1 Bracing

L38x38x3.2 787 -16.63 1464.90 1.1 Pass

T14 85 - 80 Leg 2L 152x152x9.5 818 -114952.13 115478.15 99.5 Pass

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ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2 REFORZADA

Page 78 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 16:01:52 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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 L76x76x6.4 855 -2690.48 12402.47 21.7 28.3 (b)

Pass

Horizontal L64x64x6.4 843 -676.87 2917.50 23.2 Pass Redund Horz 1

Bracing L38x38x3.2 837 -1728.90 2272.32 76.1 Pass

Redund Diag 1 Bracing

L51x51x4.8 863 -1459.04 2819.08 51.8 Pass

Redund Hip 1 Bracing

L38x38x3.2 851 -14.61 965.54 1.5 Pass

T15 80 - 75 Leg 2L 152x152x9.5 882 -112224.68 115478.15 97.2 Pass Diagonal L76x76x6.4 925 -1683.25 10850.85 15.5

18.7 (b) Pass

Horizontal L64x64x6.4 907 -521.08 2040.34 25.5 Pass Redund Horz 1

Bracing L38x38x5 896 -1687.87 2255.99 74.8 Pass

Redund Diag 1 Bracing

L51x51x6.4 931 -1289.51 3056.01 42.2 Pass

Redund Hip 1 Bracing

L38x38x5 942 -13.19 984.51 1.3 Pass

T16 75 - 67.5 Leg 3L152x152x9.5 946 -113203.99 138369.77 81.8 Pass Diagonal L76x76x6.4 983 -695.20 5766.48 12.1 Pass Horizontal L64x64x6.4 971 -433.61 1405.97 30.8 Pass Redund Horz 1

Bracing L51x51x3.2 965 -1702.60 2591.28 65.7 Pass

Redund Diag 1 Bracing

L64x64x4.8 991 -1484.95 2467.09 60.2 Pass

Redund Hip 1 Bracing

L38x38x5 1006 -10.13 686.05 1.5 Pass

T17 67.5 - 60 Leg 2L152x152x12.7 1010 -114254.05 154485.21 74.0 Pass Diagonal L102x102x6.4 1028 -1241.61 10538.97 11.8 Pass Horizontal L76x76x6.4 1035 -402.80 1717.00 23.5 Pass Redund Horz 1

Bracing L51x51x4.8 1029 -1718.39 2567.24 66.9 Pass

Redund Diag 1 Bracing

L64x64x6.4 1059 -1344.87 2710.91 49.6 Pass

Redund Hip 1 Bracing

L51x51x3.2 1070 -17.98 806.03 2.2 Pass

T18 60 - 50 Leg 2L152x152x12.7 1074 -119095.70 126757.68 94.0 Pass Diagonal L102x102x6.4 1100 -1838.02 6503.37 28.3 Pass Horizontal L76x76x6.4 1099 -429.50 1197.21 35.9 Pass Redund Horz 1

Bracing L51x51x6.4 1088 -1791.21 2294.52 78.1 Pass

Redund Diag 1 Bracing

L64x64x6.4 1119 -1495.82 1648.36 90.7 Pass

Redund Hip 1 Bracing

L51x51x3.2 1134 -12.13 424.83 2.9 Pass

T19 50 - 40 Leg 2L152x152x12.7 1138 -124149.17 126758.29 97.9 Pass Diagonal L102x102x6.4 1164 -2746.43 5620.26 48.9 Pass Horizontal L76x76x6.4 1163 -403.74 847.46 47.6 Pass Redund Horz 1

Bracing L64x64x8 1152 -1867.22 3929.23 47.5 Pass

Redund Diag 1 Bracing

L64x64x8 1187 -1415.52 1709.80 82.8 Pass

Redund Hip 1 Bracing

L51x51x3.2 1198 -14.55 302.56 4.8 Pass

T20 40 - 30 Leg 3L152x152x12.7 1202 -131077.80 270315.25 48.5 Pass Diagonal L102x102x6.4 1228 -3821.81 4857.73 78.7 Pass Horizontal L76x76x6.4 1227 -523.06 631.28 82.9 Pass Redund Horz 1

Bracing L64x64x6.4 1216 -1971.42 2394.19 82.3 Pass

Redund Diag 1 L64x64x10 1247 -1390.52 1720.12 80.8 Pass

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ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2 REFORZADA

Page 79 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 16:01:52 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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 1

Bracing L51x51x3.2 1262 -16.25 226.38 7.2 Pass

T21 30 - 20 Leg 3L152x152x12.7 1266 -139165.81 270315.25 51.5 Pass Diagonal L102x102x7.9 1292 -4559.78 5155.36 88.4 Pass Horizontal L76x76x7.9 1268 -513.09 593.36 86.5 Pass Redund Horz 1

Bracing L64x64x8 1280 -2093.08 2246.23 93.2 Pass

Redund Diag 1 Bracing

L76x76x6.4 1311 -1397.30 1820.35 76.8 Pass

Redund Hip 1 Bracing

L51x51x3.2 1326 -21.30 175.73 12.1 Pass

T22 20 - 10 Leg 3L152x152x12.7 1330 -144890.14 281231.40 51.5 Pass Diagonal L102x102x9.5 1389 -7734.39 33122.66 23.4

69.5 (b) Pass

Top Girt L102x102x6.4 1333 -3628.78 15746.61 23.0 31.0 (b)

Pass

Redund Horz 1 Bracing

L64x64x6.4 1372 -2179.16 10792.50 20.2 Pass

Redund Horz 2 Bracing

L64x64x6.4 1373 -2179.16 2592.99 84.0 Pass

Redund Horz 3 Bracing

L76x76x10 1375 -2179.16 2862.99 76.1 Pass

Redund Horz 4 Bracing

L102x102x6.4 1377 -2179.16 2689.24 81.0 Pass

Redund Diag 1 Bracing

L64x64x6.4 1374 -1930.95 3561.64 54.2 Pass

Redund Diag 2 Bracing

L64x64x6.4 1376 -1325.11 1759.23 75.3 Pass

Redund Diag 3 Bracing

L76x76x6.4 1378 -1187.58 1675.40 70.9 Pass

Redund Diag 4 Bracing

L76x76x6.4 1397 -1320.24 1960.56 67.3 Pass

Redund Hip 1 Bracing

L51x51x3.2 1445 -51.86 1304.32 4.0 Pass

Redund Hip 2 Bracing

L51x51x3.2 1446 -18.63 326.08 5.7 Pass

Redund Hip 3 Bracing

L51x51x3.2 1448 -34.40 144.92 23.7 Pass

Redund Hip 4 Bracing

L51x51x3.2 1386 -12.99 81.52 15.9 Pass

Redund Hip Diagonal Bracing

L64x64x4.8 1416 -18.71 172.78 10.8 Pass

Inner Bracing L76x76x6.4 1336 -236.61 343.95 68.8 Pass T23 10 - 0 Leg 3L152x152x12.7 1459 -155609.44 281231.40 55.3 Pass

Diagonal L102x102x9.5 1518 -7998.01 32133.41 24.9 71.9 (b)

Pass

Top Girt L102x102x6.4 1462 -4523.21 13340.87 33.9 35.2 (b)

Pass

Redund Horz 1 Bracing

L51x51x3.2 1501 -2340.39 2348.37 99.7 Pass

Redund Horz 2 Bracing

L76x76x6.4 1520 -2340.39 3664.99 63.9 Pass

Redund Horz 3 Bracing

L102x102x6.4 1504 -2340.39 3887.45 60.2 Pass

Redund Horz 4 Bracing

L102x102x7.9 1506 -2340.39 2654.39 88.2 Pass

Redund Diag 1 Bracing

L64x64x6.4 1503 -1926.38 3285.72 58.6 Pass

Redund Diag 2 Bracing

L64x64x6.4 1505 -1373.18 1517.20 90.5 Pass

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ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2 REFORZADA

Page 80 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 16:01:52 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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 3 Bracing

L76x76x6.4 1507 -1252.23 1398.96 89.5 Pass

Redund Diag 4 Bracing

L76x76x6.4 1526 -1377.98 1670.65 82.5 Pass

Redund Hip 1 Bracing

L51x51x3.2 1574 -52.24 1054.36 5.0 Pass

Redund Hip 2 Bracing

L51x51x3.2 1575 -18.18 263.59 6.9 Pass

Redund Hip 3 Bracing

L51x51x3.2 1577 -34.62 117.15 29.6 Pass

Redund Hip 4 Bracing

L51x51x3.2 1515 -11.02 49.44 22.3 Pass

Redund Hip Diagonal Bracing

L64x64x4.8 1545 -19.77 141.21 14.0 Pass

Inner Bracing L76x76x6.4 1469 -67.40 139.02 48.5 Pass Summary Leg (T14) 99.5 Pass Diagonal

(T7) 96.4 Pass

Horizontal (T21)

86.5 Pass

Top Girt (T8)

79.0 Pass

Redund Horz 1 Bracing (T23)

99.7 Pass

Redund Horz 2 Bracing (T22)

84.0 Pass

Redund Horz 3 Bracing (T22)

76.1 Pass

Redund Horz 4 Bracing (T23)

88.2 Pass

Redund Diag 1 Bracing (T12)

91.2 Pass

Redund Diag 2 Bracing (T23)

90.5 Pass

Redund Diag 3 Bracing (T23)

89.5 Pass

Redund Diag 4 Bracing (T23)

82.5 Pass

Redund Hip 1 Bracing

(T21)

12.1 Pass

Redund Hip 2 Bracing

(T23)

6.9 Pass

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ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2 REFORZADA

Page 81 of 81

Carrera 124 No 17-98

Project TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M

SECC. 1.30 M

Date 16:01:52 03/29/10

Bogotá D.C. Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90 EXT. 101

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 Hip 3 Bracing

(T23)

29.6 Pass

Redund Hip 4 Bracing

(T23)

22.3 Pass

Redund Hip Diagonal Bracing (T23)

14.0 Pass

Inner Bracing (T22)

68.8 Pass

Bolt Checks 96.4 Pass RATING = 99.7 Pass

Program Version 5.3.1.0 - 1/16/2009 File:E:/2010/Instatel Evaluaciones Estructural/04 Azalea Torre Cuadrada 150 m/RISA TOWER AZALEA TC 150M HIPOT 2 REFORZADA/TCA 150 M- AZALEA HIPOTESIS 2.eri

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FOR-DIS-28 Version: 01

INSTATEL COLOMBIA CI LTDA

DESCRIPCIÓN DEL PROYECTO

DESCRIPCIÓN GENERAL DEL PROYECTO

Nombre del proyecto: EST-013-EVALUACION TORRE AZALEA RTVC

Uso:

Telecomunicaciones

Numero de pisos: N/A

Proyecto arquitectónico: N/A

Dirección: Vereda Mira Valle, Corregimiento de Monterrey , Municipio de Buga, Departamento del Valle

Ingeniero estructural: Patrocinio Parra Galindo

Dibujante: Luis Enrique Sierra

Normas utilizadas:

NORMAS COLOMBIANAS DE DISEÑO Y CONSTRUCCIÓN SISMORESISTENTE NSR-98

Software utilizado: Hoja de cálculo de Excel

Descripción de la geometría:

Todas las estructuras que se construyen, ya sea en concreto reforzado o metálicas, deben ser cimentadas sobre un suelo competente. La cimentación constituye una transición entre la estructural propiamente dicha y el terreno sobre el cual se apoya. Las cimentaciones se clasifican en profundas y superficiales, según el estrato sobre el cual se transmite el peso de la estructura. Cuando el estrato portante está próximo a la superficie, la cimentación se de nomina superficial; en el caso contrario, cuando el estrato portante se encuentra lejos de la superficie, la cimentación se denomina profunda. Para el caso en estudio, se realiza la evaluación estructural de la cimentación de una torre metálica de sección tronco trapezoidal de 150m de altura utilizada para la transmisión de señal de radio y televisión, propiedad de RTVC. De acuerdo a los resultados del estudio de suelos, se utilizó para la verificación una capacidad de 1739 KN, para una pila de 1.40m de diámetro y una profundidad aproximada de 8.0m; no se tomó en cuenta el ensanchamiento de la pila en la pata debido a su incertidumbre.

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FOR-DIS-28 Version: 01

INSTATEL COLOMBIA CI LTDA

DESCRIPCIÓN DEL PROYECTO

REQUISITOS DEL CLIENTE (DATOS DE ENTRADA)

• Evaluación estructural de la cimentación de la torre para las condiciones de carga actuales, y para las dos hipótesis proyectadas.

Alcance de proyecto:

• Evaluación estructural de la cimentación de la torre

• Elaboración de memorias de cálculo

Elaboró:

FIRMA

PATROCINIO PARRA GALINDO M.P 15202 146419 BYC

CONTROL DE CAMBIOS VERSION FECHA NATURALEZA DEL CAMBIO

Ing. Patrocinio Parra Galindo

M.P. 15202-146419 BYC

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Versión: 01

Edición: 1.0Fecha: 30/03/2010

1357.00 KN1054.65 KN131.00 KN-m

497 KN-m

17.24 KN/m3

0.20 m0.80 m0.33 Mpa.0.04 Mpa.8.00 m1.40 m

35.19 m2

1.54 m2

508.00 KN1231.50 KN1739.50 KN Ok29.20%70.80%396.29 KN

960.708 KN21.10 MPa8.44 MPa2.07 MPa4.13 MPa1.500.50 Mpa.0.05 Mpa.

Df: m Ok

Dc: m Ok

1.40 m KN1.53938 m2

12.32 m3

0.13 m3

fyu(c) 0.88 Mpa Ok

r1 0.60 mr2 7.00 mh 8.00 mVol.: 436.26 m3

7819.76 KN Ok

Pila:Dado

Peso resistente:

Volumne cono de arrancamiento

Peso especifico del suelo:

CHEQUEO POR COMPRESIÓN

Area del fuste: Volumen de Concreto

Longitud aproximada de la pila:

Capacidad portante Util por fuste:

Momento último en la columna (Y):

CHEQUEO POR ARRANCAMIENTO

Carga ultima por arrancamiento:

Arrancamiento 1054.65

1.010

De acuerdo con lo anterior, para la pila existente, y asumiento que no tiene campana, sino que su sección es constante hasta el fondo, (caso en que la transmisión de esfuerzos sería crítico), sus dimensiones son adecuadas para transmitir las cargas al suelo de fundación.

Diámetro efectivo del fuste:

Concreto f'c:

DIÁMETRO REQUERIDO DEL FUSTE

Tipo de suelo:

Capacidad portante por punta:Capacidad portante por fuste:

Diámetro de la pila existente:Area del Fuste:

Carga ultima asumiida por fuste:

EST-013-EVALUACION TORRE AZALEA

Altura del pedestal:

0.370

Factor de seguridad:Capacidad portante Util por punta:

Capacidad de carga de la pila:

Carga ultima asumiida por punta:

Cohesivo

f'cu Compresión axial:

Momento último en la columna (X):

INSTATEL COLOMBIA CI LTDA.DISEÑO DE PILAS

FOR-DIS-20

DATOS DE ENTRADACarga ultima en la columna:

CHEQUEO DE LA CIMENTACION PARA LAS CARGAS EXISTENTES

DIÁMETRO REQUERIDO DE LA CAMPANA

Area del punta (sin tener encuenta la campana):Capacidad de la pila por punta (sin campana):Capacidad de la pila por fuste:

Ancho del pedestal:

Porcentaje de carga asumido por punta:Porcentaje de carga asumido por fuste:

Vcu Cortante dos direcciones:Vcu Cortante una dirección:

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Versión: 01

Edición: 1.0Fecha: 30/03/2010

1089.00 KN732.00 KN155.00 KN-m782.00 KN-m

17.24 KN/m3

0.20 m0.80 m0.33 Mpa.0.04 Mpa.8.00 m1.40 m

35.19 m2

1.54 m2

508.00 KN1231.50 KN1739.50 KN Ok29.20%70.80%318.03 KN

770.973 KN21.10 MPa8.44 MPa2.07 MPa4.13 MPa1.500.50 Mpa.0.05 Mpa.

Df: m Ok

Dc: m Ok

1.40 m KN1.53938 m2

12.32 m3

0.13 m3

fyu(c) 0.71 Mpa Ok

r1 0.60 mr2 7.00 mh 8.00 mVol.: 436.26 m3

7819.76 KN Ok

Pila:Dado

Peso resistente:

Volumne cono de arrancamiento

Peso especifico del suelo:

CHEQUEO POR COMPRESIÓN

Area del fuste: Volumen de Concreto

Longitud aproximada de la pila:

Capacidad portante Util por fuste:

Momento último en la columna (Y):

CHEQUEO POR ARRANCAMIENTO

Carga ultima por arrancamiento:

Arrancamiento 732.00

0.904

De acuerdo con lo anterior, para la pila existente, y asumiento que no tiene campana, sino que su sección es constante hasta el fondo, (caso en que la transmisión de esfuerzos sería crítico), sus dimensiones son adecuadas para transmitir las cargas al suelo de fundación.

Diámetro efectivo del fuste:

Concreto f'c:

DIÁMETRO REQUERIDO DEL FUSTE

Tipo de suelo:

Capacidad portante por punta:Capacidad portante por fuste:

Diámetro de la pila existente:Area del Fuste:

Carga ultima asumiida por fuste:

EST-013-EVALUACION TORRE AZALEA

Altura del pedestal:

0.332

Factor de seguridad:Capacidad portante Util por punta:

Capacidad de carga de la pila:

Carga ultima asumiida por punta:

Cohesivo

f'cu Compresión axial:

Momento último en la columna (X):

INSTATEL COLOMBIA CI LTDA.DISEÑO DE PILAS

FOR-DIS-20

DATOS DE ENTRADACarga ultima en la columna:

CHEQUEO DE LA CIMENTACION PARA LAS CARGAS HIPOTESIS 1

DIÁMETRO REQUERIDO DE LA CAMPANA

Area del punta (sin tener encuenta la campana):Capacidad de la pila por punta (sin campana):Capacidad de la pila por fuste:

Ancho del pedestal:

Porcentaje de carga asumido por punta:Porcentaje de carga asumido por fuste:

Vcu Cortante dos direcciones:Vcu Cortante una dirección:

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Versión: 01

Edición: 1.0Fecha: 30/03/2010

1540.00 KN1224.00 KN

80.00 KN-m434.00 KN-m

17.24 KN/m3

0.20 m0.80 m0.33 Mpa.0.04 Mpa.8.00 m1.40 m

35.19 m2

1.54 m2

508.00 KN1231.50 KN1739.50 KN Ok29.20%70.80%449.73 KN

1090.27 KN21.10 MPa8.44 MPa2.07 MPa4.13 MPa1.500.50 Mpa.0.05 Mpa.

Df: m Ok

Dc: m Ok

1.40 m KN1.53938 m2

12.32 m3

0.13 m3

fyu(c) 1.00 Mpa Ok

r1 0.60 mr2 7.00 mh 8.00 mVol.: 436.26 m3

7819.76 KN Ok

DIÁMETRO REQUERIDO DE LA CAMPANA

Area del punta (sin tener encuenta la campana):Capacidad de la pila por punta (sin campana):Capacidad de la pila por fuste:

Ancho del pedestal:

Porcentaje de carga asumido por punta:Porcentaje de carga asumido por fuste:

Momento último en la columna (X):

INSTATEL COLOMBIA CI LTDA.DISEÑO DE PILAS

FOR-DIS-20

DATOS DE ENTRADACarga ultima en la columna:

CHEQUEO DE LA CIMENTACION PARA LAS CARGAS HIPOTESIS 2

EST-013-EVALUACION TORRE AZALEA

Altura del pedestal:

0.394

Factor de seguridad:Capacidad portante Util por punta:

Capacidad de carga de la pila:

Carga ultima asumiida por punta:

Cohesivo

f'cu Compresión axial:Vcu Cortante dos direcciones:Vcu Cortante una dirección:

Tipo de suelo:

Capacidad portante por punta:Capacidad portante por fuste:

Diámetro de la pila existente:Area del Fuste:

Carga ultima asumiida por fuste:

Momento último en la columna (Y):

CHEQUEO POR ARRANCAMIENTO

Carga ultima por arrancamiento:

Arrancamiento 1224.00

1.076

De acuerdo con lo anterior, para la pila existente, y asumiento que no tiene campana, sino que su sección es constante hasta el fondo, (caso en que la transmisión de esfuerzos sería crítico), sus dimensiones son adecuadas para transmitir las cargas al suelo de fundación.

Diámetro efectivo del fuste:

Concreto f'c:

DIÁMETRO REQUERIDO DEL FUSTE

Pila:Dado

Peso resistente:

Volumne cono de arrancamiento

Peso especifico del suelo:

CHEQUEO POR COMPRESIÓN

Area del fuste: Volumen de Concreto

Longitud aproximada de la pila:

Capacidad portante Util por fuste:

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FOR-DIS-

Versión:

  

 

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