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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Anexo : 1 Localización General y de Sondeos
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Anexo : 2 Registros de Perforación
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Anexo : 3
Resumen de Ensayos de Laboratorio
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Anexo : 4 Memorias de Cálculo Capacidad de Carga del suelo
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FOR-DIS-28 Version: 01
INSTATEL COLOMBIA CI LTDA
DESCRIPCIÓN DEL PROYECTO
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.
FOR-DIS-28 Version: 01
INSTATEL COLOMBIA CI LTDA
DESCRIPCIÓN DEL PROYECTO
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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DESCRIPCIÓN DEL PROYECTO
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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DESCRIPCIÓN DEL PROYECTO
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
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
Versión: 02
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
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
Versión: 02
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
Versión: 02
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
Versión: 02
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
Versión: 02
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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• 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
EVALUACION ESTRUCTURAL
ESTADO ACTUAL
ESTACION : AZALEA
Project: TORRE CUADRADA AUTOSOPORTADA DE 150 MJob: ESTUDIO ESTRUCTURAL ESTACION: AZALEA ESTADO ACTUALClient: RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
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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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
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
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
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)
RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL ESTACION: AZALEA ESTADO
ACTUAL
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
RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL ESTACION: AZALEA ESTADO
ACTUAL
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
RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL ESTACION: AZALEA ESTADO
ACTUAL
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)
RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL ESTACION: AZALEA ESTADO
ACTUAL
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
RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL ESTACION: AZALEA ESTADO
ACTUAL
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
RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL ESTACION: AZALEA ESTADO
ACTUAL
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
RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL ESTACION: AZALEA ESTADO
ACTUAL
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
RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL ESTACION: AZALEA ESTADO
ACTUAL
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
RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL ESTACION: AZALEA ESTADO
ACTUAL
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
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
RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL ESTACION: AZALEA ESTADO
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
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
RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL ESTACION: AZALEA ESTADO
ACTUAL
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
RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL ESTACION: AZALEA ESTADO
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
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
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
RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL ESTACION: AZALEA ESTADO
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
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
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
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
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
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
RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL ESTACION: AZALEA ESTADO
ACTUAL
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
RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL ESTACION: AZALEA ESTADO
ACTUAL
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
RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL ESTACION: AZALEA ESTADO
ACTUAL
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
RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL ESTACION: AZALEA ESTADO
ACTUAL
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
RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL ESTACION: AZALEA ESTADO
ACTUAL
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
RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL ESTACION: AZALEA ESTADO
ACTUAL
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
RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL ESTACION: AZALEA ESTADO
ACTUAL
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
RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL ESTACION: AZALEA ESTADO
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
RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL ESTACION: AZALEA ESTADO
ACTUAL
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
RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL ESTACION: AZALEA ESTADO
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
RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL ESTACION: AZALEA ESTADO
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
RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL ESTACION: AZALEA ESTADO
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
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
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
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
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
RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL ESTACION: AZALEA ESTADO
ACTUAL
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
RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL ESTACION: AZALEA ESTADO
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
RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL ESTACION: AZALEA ESTADO
ACTUAL
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
RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL ESTACION: AZALEA ESTADO
ACTUAL
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
RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL ESTACION: AZALEA ESTADO
ACTUAL
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
RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL ESTACION: AZALEA ESTADO
ACTUAL
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
RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL ESTACION: AZALEA ESTADO
ACTUAL
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
RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL ESTACION: AZALEA ESTADO
ACTUAL
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
RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL ESTACION: AZALEA ESTADO
ACTUAL
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
RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL ESTACION: AZALEA ESTADO
ACTUAL
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
RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL ESTACION: AZALEA ESTADO
ACTUAL
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)
RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL ESTACION: AZALEA ESTADO
ACTUAL
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)
RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL ESTACION: AZALEA ESTADO
ACTUAL
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
RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL ESTACION: AZALEA ESTADO
ACTUAL
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
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
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*
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)
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
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
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
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
RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL ESTACION: AZALEA ESTADO
ACTUAL
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)
RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL ESTACION: AZALEA ESTADO
ACTUAL
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
RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL ESTACION: AZALEA ESTADO
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)
RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL ESTACION: AZALEA ESTADO
ACTUAL
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)
RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL ESTACION: AZALEA ESTADO
ACTUAL
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
RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL ESTACION: AZALEA ESTADO
ACTUAL
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
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
RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL ESTACION: AZALEA ESTADO
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
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
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
EVALUACION ESTRUCTURAL
HIPOTESIS 1
ESTACION : AZALEA
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
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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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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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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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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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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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
EVALUACION ESTRUCTURAL
HIPOTESIS 1 REFORZADA
ESTACION : AZALEA
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%
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
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
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
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
RRIISSAATToowweerr Job
ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 1 REFORZADO
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
RRIISSAATToowweerr Job
ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 1 REFORZADO
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)
RRIISSAATToowweerr Job
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)
RRIISSAATToowweerr Job
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
RRIISSAATToowweerr Job
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
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
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.
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
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
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
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
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
RRIISSAATToowweerr Job
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
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
RRIISSAATToowweerr Job
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
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
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
RRIISSAATToowweerr Job
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
RRIISSAATToowweerr Job
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
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
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
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
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
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
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
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
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
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
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
RRIISSAATToowweerr Job
ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 1 REFORZADO
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
RRIISSAATToowweerr Job
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
RRIISSAATToowweerr Job
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
RRIISSAATToowweerr Job
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
RRIISSAATToowweerr Job
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
RRIISSAATToowweerr Job
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
RRIISSAATToowweerr Job
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
RRIISSAATToowweerr Job
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
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
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
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
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
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
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
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
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
RRIISSAATToowweerr Job
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
RRIISSAATToowweerr Job
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
RRIISSAATToowweerr Job
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
RRIISSAATToowweerr Job
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
RRIISSAATToowweerr Job
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
RRIISSAATToowweerr Job
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
RRIISSAATToowweerr Job
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
RRIISSAATToowweerr Job
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
RRIISSAATToowweerr Job
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
RRIISSAATToowweerr Job
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
RRIISSAATToowweerr Job
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
RRIISSAATToowweerr Job
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
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
RRIISSAATToowweerr Job
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
RRIISSAATToowweerr Job
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
RRIISSAATToowweerr Job
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
RRIISSAATToowweerr Job
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
RRIISSAATToowweerr Job
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
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
RRIISSAATToowweerr Job
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
RRIISSAATToowweerr Job
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
RRIISSAATToowweerr Job
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
RRIISSAATToowweerr Job
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
RRIISSAATToowweerr Job
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)
RRIISSAATToowweerr Job
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)
RRIISSAATToowweerr Job
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
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
RRIISSAATToowweerr Job
ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 1 REFORZADO
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
RRIISSAATToowweerr Job
ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 1 REFORZADO
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
RRIISSAATToowweerr Job
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
RRIISSAATToowweerr Job
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
RRIISSAATToowweerr Job
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
EVALUACION ESTRUCTURAL
HIPOTESIS 2
ESTACION : AZALEA
Project: TORRE CUADRADA AUTOSOPORTADA DE 150 M + 4M SECC. 1.30 MJob: ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2Client: RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
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%
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”
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”
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
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
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
RRIISSAATToowweerr Job
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)
RRIISSAATToowweerr Job
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)
RRIISSAATToowweerr Job
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)
RRIISSAATToowweerr Job
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)
RRIISSAATToowweerr Job
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
RRIISSAATToowweerr Job
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
RRIISSAATToowweerr Job
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
RRIISSAATToowweerr Job
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
RRIISSAATToowweerr Job
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)
RRIISSAATToowweerr Job
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
RRIISSAATToowweerr Job
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
RRIISSAATToowweerr Job
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
RRIISSAATToowweerr Job
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
RRIISSAATToowweerr Job
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
RRIISSAATToowweerr Job
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
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
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
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
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
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
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
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
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
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
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
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
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
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
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
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
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
RRIISSAATToowweerr Job
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
RRIISSAATToowweerr Job
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
RRIISSAATToowweerr Job
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
RRIISSAATToowweerr Job
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
RRIISSAATToowweerr Job
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
RRIISSAATToowweerr Job
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
RRIISSAATToowweerr Job
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
RRIISSAATToowweerr Job
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
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
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
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
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
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
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
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
RRIISSAATToowweerr Job
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
RRIISSAATToowweerr Job
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
RRIISSAATToowweerr Job
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
RRIISSAATToowweerr Job
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
RRIISSAATToowweerr Job
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
RRIISSAATToowweerr Job
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
RRIISSAATToowweerr Job
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
RRIISSAATToowweerr Job
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
RRIISSAATToowweerr Job
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
RRIISSAATToowweerr Job
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
RRIISSAATToowweerr Job
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
RRIISSAATToowweerr Job
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
RRIISSAATToowweerr Job
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
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
RRIISSAATToowweerr Job
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
RRIISSAATToowweerr Job
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
RRIISSAATToowweerr Job
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
RRIISSAATToowweerr Job
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)
RRIISSAATToowweerr Job
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
RRIISSAATToowweerr Job
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)
RRIISSAATToowweerr Job
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
RRIISSAATToowweerr Job
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
RRIISSAATToowweerr Job
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
RRIISSAATToowweerr Job
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
RRIISSAATToowweerr Job
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
RRIISSAATToowweerr Job
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
RRIISSAATToowweerr Job
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
RRIISSAATToowweerr Job
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
RRIISSAATToowweerr Job
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
RRIISSAATToowweerr Job
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
RRIISSAATToowweerr Job
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
RRIISSAATToowweerr Job
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
RRIISSAATToowweerr Job
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
RRIISSAATToowweerr Job
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
EVALUACION ESTRUCTURAL
HIPOTESIS 2 REFORZADA
ESTACION : AZALEA
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
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
x4.8
KL5
1x51
x4.8
L64x
64x6
.4L7
6x76
x6.4
L76x
76x7
.9N
.A.
N.A
.L3
8x38
x3.2
LL5
1x51
x3.2
L51x
51x4
.8L5
1x51
x6.4
L64x
64x8
L64x
64x6
.4L6
4x64
x8L6
4x64
x6.4
L51x
51x3
.2N
.A.
L38x
38x3
.2M
L38x
38x5
L51x
51x4
.8N
L64x
64x4
.8L6
4x64
x6.4
L64x
64x8
L64x
64x1
0L7
6x76
x6.4
L64x
64x6
.4N
.A.
L38x
38x3
.2L3
8x38
x5L5
1x51
x3.2
N.A
.G
N.A
.L7
6x76
x6.4
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
2022
.836
88.3
3913
.451
24.5
5566
.873
18.6
8030
.910
538.
211
120.
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
)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%
RRIISSAATToowweerr Job
ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2 REFORZADA
Page 1 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 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
RRIISSAATToowweerr Job
ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2 REFORZADA
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)
RRIISSAATToowweerr Job
ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2 REFORZADA
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)
RRIISSAATToowweerr Job
ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2 REFORZADA
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)
RRIISSAATToowweerr Job
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)
RRIISSAATToowweerr Job
ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2 REFORZADA
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
RRIISSAATToowweerr Job
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
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
RRIISSAATToowweerr Job
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
RRIISSAATToowweerr Job
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)
RRIISSAATToowweerr Job
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
RRIISSAATToowweerr Job
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
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
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
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
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
RRIISSAATToowweerr Job
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
RRIISSAATToowweerr Job
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
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
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
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
RRIISSAATToowweerr Job
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
RRIISSAATToowweerr Job
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
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
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
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
RRIISSAATToowweerr Job
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
RRIISSAATToowweerr Job
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
RRIISSAATToowweerr Job
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
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
RRIISSAATToowweerr Job
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
RRIISSAATToowweerr Job
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
RRIISSAATToowweerr Job
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
RRIISSAATToowweerr Job
ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2 REFORZADA
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
RRIISSAATToowweerr Job
ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2 REFORZADA
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
RRIISSAATToowweerr Job
ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2 REFORZADA
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
RRIISSAATToowweerr Job
ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2 REFORZADA
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
RRIISSAATToowweerr Job
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
RRIISSAATToowweerr Job
ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2 REFORZADA
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
RRIISSAATToowweerr Job
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
RRIISSAATToowweerr Job
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
RRIISSAATToowweerr Job
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
RRIISSAATToowweerr Job
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
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
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
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
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
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
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
RRIISSAATToowweerr Job
ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2 REFORZADA
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
RRIISSAATToowweerr Job
ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2 REFORZADA
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
RRIISSAATToowweerr Job
ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2 REFORZADA
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
RRIISSAATToowweerr Job
ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2 REFORZADA
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
RRIISSAATToowweerr Job
ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2 REFORZADA
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
RRIISSAATToowweerr Job
ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2 REFORZADA
Page 55 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.
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
RRIISSAATToowweerr Job
ESTUDIO ESTRUCTURAL ESTACION: AZALEA HIPOTESIS 2 REFORZADA
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
RRIISSAATToowweerr Job
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
RRIISSAATToowweerr Job
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
RRIISSAATToowweerr Job
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
RRIISSAATToowweerr Job
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
RRIISSAATToowweerr Job
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
RRIISSAATToowweerr Job
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
RRIISSAATToowweerr Job
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
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
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
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)
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
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
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
RRIISSAATToowweerr Job
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
RRIISSAATToowweerr Job
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
RRIISSAATToowweerr Job
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
RRIISSAATToowweerr Job
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
RRIISSAATToowweerr Job
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
RRIISSAATToowweerr Job
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
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
RRIISSAATToowweerr Job
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
RRIISSAATToowweerr Job
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
RRIISSAATToowweerr Job
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
RRIISSAATToowweerr Job
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
RRIISSAATToowweerr Job
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
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.
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
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:
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:
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:
FOR-DIS-
Versión:
1. Dlore
2. Ein
3. D
deco
Elaboró: __________Ing. PATROMP. 15202-FECHA: 30/
Firma válida cimentación de
-28
02 IN
CONCL
e acuerdo conos resultados dequiere reforza
n la evaluaciócertidumbre de
e acuerdo cone las pillas es on la longitud r
_____________OCINIO PARRA146419 BYC /03/2010
solamente la evalla torre de Cerro M
NSTATEDE
LUSIONES
n los resultadosdel estudio de sr la cimentació
n de las pilas,e sus dimensio
las indagacion de 9.00m, perreal.
_________ A G.
Re __IngMFE
uación de la Manjui de RTVC
EL COLOESCRIPCIÓN D
S VERIFIC
s obtenidos desuelos y de la
ón para ninguna
no se tuvo enones.
nes hechas en ro para esta e
evisó:
_____________g. P. ECHA:
OMBIA DEL PROYECT
CACIÓN D
e la verificación evaluación esa de las hipóte
n cuenta el en
la zona por el evaluación se t
______________
CI LTDATO
E LA CIM
n de la cimentastructural, se lleesis de carga.
nsanchamiento
personal de latomaron de 8.0
____
Aprobó
FECHA:
A
ENTACIÓ
ación existenteega a la concl
o inferior de la
a cuadrilla de s00m debido a
Cliente:
:
ÓN
e, y con base eusión que no s
pila debido a
uelos, a longitula incertidumb
en se
la
ud bre