ESTACION : CALATRAVArtvc-assets-sistemasenalcolombia.gov.co.s3.amazonaws.com/images... · ... KATHREIN 1.80m X 1.90 M Entre + 42 m y 50 m CARA B 2 ANTENA PANEL FM - KATHREIN ... se

ESTACION : CALATRAVA

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

PBX: (571) 547 0790 Bogotá - Colombia

EVALUACIÓN ESTRUCTURAL

ESTACIÓN CALATRAVA

TORRE CUADRADA DE SECCIÓN VARIABLE

ALTURA 60m

DISEÑO: ING. JAIME GUTIERREZ C.

MATRICULA No 25202-45957 CND

Enero 20 de 2011



ESPECIFICACION GENERAL INTRODUCCIÓN En el éste documento se describe la memoria de la evaluación estructural de la torre auto soportada cuadrada de sección variable con una altura de 60 m ubicada en la estación CALATRAVA - RTVC, en Bogotá Localidad de Suba. Para el análisis se utilizó velocidad de viento de diseño de 120 Km/h. y velocidad de servicio de 60 Km/h En una primera parte se incluye la descripción de la estructura estudiada, luego los criterios básicos para el análisis y el diseño, evaluación de cargas, y por último el listado de datos de entrada y de salida del programa RISA Tower. La evaluación estructural fue realiza de acuerdo con los datos de campo levantados en la estación base CALTRAVA, cualquier cambio de cargas a la estructura, genera un estudio diferente. La torre en estudio tiene instaladas antenas para la transmisión de señal de televisión. DESCRIPCIÓN DE LA ESTRUCTURA EXISTENTE La torre actual está conformada por una estructura tronco piramidal de base cuadrada y sección variable. Arranca con una sección en la base de 5.97 m entre ejes y va reduciendo su sección con una pendiente constante a 4.040 m hasta la altura de 8.00 m, y a partir de esta sección continua reduciendo su sección con una pendiente constante hasta la altura de 30 m, donde la sección transversal es de 1.94 m entre ejes. A partir de esta altura, la torre continúa con sección constante de 1.94 m hasta la altura de 50 m, altura a partir de la cual comienza una transición tronco piramidal de 2.00 m hasta la altura de 52 m, donde la sección transversal es de 0.62 m. A partir de esta altura, la sección de la torre es constante de 0.62 m hasta la parte superior a la altura de 60 m. La torre cuenta con las sigientes plataforma de descanso Nivel +14.00 m Nivel + 25.00 m Nivel + 35.00 m Nivel + 45.00 m Para el mantenimiento, la estructura cuenta con una escalera de acceso. La escalera Guia Onda se encuentran dos (2) instaladas, una hasta el nivel + 35.00 m de ancho de 0.35 m, y otra escalera hasta el nivel + 50.00 m de ancho de 0.55 m



CONDICIONES DE CARGA CARGAS ACTUALES DE LA TORRE HIPOTESIS 1 (ESTADO ACTUAL) De acuerdo con los requerimientos del cliente, la hipótesis de carga en que se encuentra la estructura actualmente, se le realiza la evaluación estructural en un análisis para una velocidad de viento de diseño de 120 kph. De acuerdo con la hipótesis 1, (estado Actual) las cargas de la torre estan de la siguiente manera: UBICACIÓN CANT. TIPO DE ANTENA DIMENSIONES NIVEL CARA A 2 ANTENA BANDA UHF DIGITAL TIPO

PANEL 0.48mX0.98m Entre + 60.00m y 62.00m

CARA B 2 ANTENA BANDA UHF DIGITAL TIPO PANEL 0.48mX0.98m Entre + 60.00m y

62.00m

CARA C 2 ANTENA BANDA UHF DIGITAL TIPO PANEL 0.48mX0.98m Entre + 60.00m y

62.00m

CARA D 2 ANTENA BANDA UHF DIGITAL TIPO PANEL 0.48mX0.98m Entre + 60.00m y

62.00m

CARA A 6 ANTENA BANDA UHF DIGITAL TIPO PANEL 0.48mX0.98m Entre + 54.00m y

60.00m


60.00m


60.00m CARA A 4 ANTENA PANEL FM - KATHREIN 1.80m X 1.90 M Entre + 42 m y 50 m

CARA B 2 ANTENA PANEL FM - KATHREIN 1.80m X 1.90 M Entre + 46 m y 50 m

CARA C 4 ANTENA PANEL FM - KATHREIN 1.80m X 1.90 M Entre + 42 m y 50 m

CARA D 4 ANTENA PANEL FM - KATHREIN 1.80m X 1.90 M Entre + 42 m y 50 m

CARA A 6 ANTENA BANDA UHF DIGITAL TIPO PANEL 0.48mX0.98m Entre + 38.80 m y

41.80 m CARA D 1 ANTENA PARABOLICA MW Diametro de 2.00 m Nivel +35.00 m

CARA D 1 ANTENA PARABOLICA MW Diametro de 2.70 m Nivel +31.80 m

CARA A 1 ANTENA PARABOLICA MW Diametro de 2.40 m Nivel +31.50 m


CARA B 1 ANTENA PARABOLICA MW Diametro de 2.70 m Nivel +23.50 m



CARA B 1 ANTENA PARABOLICA GRID Diametro de 1.20 m Nivel +8.50 m



HIPOTESIS 1 – ESTADO ACTUAL TORRE REFORZADA Luego del análisis y calculo de la estructura con las cargas actuales y realizando el diseño del reforzamiento de la torre se presenta su análisis y recomendaciones de reforzamiento. El cuadro de cargas con el cual la torre funciona con su reforzamiento es el siguiente. UBICACIÓN CANT. TIPO DE ANTENA DIMENSIONES NIVEL CARA A 2 ANTENA BANDA UHF DIGITAL TIPO



62.00m


62.00m


62.00m


60.00m


60.00m















HIPOTESIS 2 (CARGAS ADICIONALES FUTURAS) En esta hipótesis se analizara la torre considerando todas las antenas y equipos existentes e instalados en ella, se debe montar una sección nueva de torre en la punta de la torre de 6 metros, a fin de montar 16 antenas, con una distribución (4-4-4-4) (cuatro antenas en cada cara) banda UHF digital. (futuro)



Con los requerimientos anteriores se realizara los cálculos de la torre el cual quedan sus cargas de la siguiente manera.

HIPOTESIS 2 UBICACIÓN CANT. TIPO DE ANTENA DIMENSIONES NIVEL CARA A 2 ANTENA BANDA UHF DIGITAL TIPO



62.00m


62.00m


62.00m


60.00m


60.00m















CARGAS FUTURAS

CARA A 4 RYMSA UHF/AT 15-250 TIPO PANEL 0.48mX0.98m Entre + 62.00m y 66.00m

CARA B 4 RYMSA UHF/AT 15-250 TIPO PANEL 0.48mX0.98m Entre + 62.00m y 66.00m

CARA C 4 RYMSA UHF/AT 15-250 TIPO PANEL 0.48mX0.98m Entre + 62.00m y 66.00m

CARA D 4 RYMSA UHF/AT 15-250 TIPO PANEL 0.48mX0.98m Entre + 62.00m y 66.00m



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. Los coeficientes de forma varían con el ángulo de incidencia del viento sobre la antena y se evalúan con base en los valores máximos indicados en los manuales Parabolic Antennas Andrew y Allen

1 Telecomunications Industry Association, TIA/EIA-222-F (revisión de la EIA/TIA- 222-F), Arlington, 1996 2 RISA Tecnologies, RISA Tower General Reference, Foothill Ranch, California, 2010



Telecom Group3. Para propósitos de estas memorias, se supuso que la antena está siempre orientada de tal forma que produce la mayor carga y mayor torsión sobre la estructura. A partir de ensayos en túnel de viento realizados a sus antenas, la firma Andrew propone descomponer las acciones del viento en dos fuerzas y un momento como se muestra en la figura 1. 4 La fuerza Fa que actúa según el eje de la antena La fuerza Fs que actúa perpendicular a ese eje Un momento que se supone aplicado en un plano horizontal y actuando en un vértice.

Figura 1. Acción del viento sobre antenas parabólicas

En todos los casos, el área expuesta es el área proyectada sobre un plano normal al eje de la antena, independientemente del ángulo de incidencia del viento La presión del viento se calculará de acuerdo con los artículos 2.3.2 y 2.3.3 del EIA Standard, es decir: Presión qz = 0.00256*kz*V2 [1b/ft2]; [V en MPH] qz = 0.00483*kz*V2 [kg/m2]; [V en KPH] qz = 69.552*kz [kg/cm2] Donde: kz = Coeficiente de exposición 3 Andrew Antenna Company, Wind Forces and Loads Produced by Parabolic Antennas, Bulletin 1015D, London, 1988. 4 Valencia Clement Gabriel, Acciones del Viento Sobre las Estructuras, Bogotá, 2002



Kz = [z/10](2/7) z en m kz < 2.58 < 2.58 Las fuerzas del viento sobre la torre se calcularan según articulo 2.3.2 con la siguiente ecuación: Fuerza del viento F = qz*Gh*Cf*Ae (Kg) Donde: Cf = Coeficiente de forma, según EIA Standard Cf = 4.0*e2 – 5.9*e + 4.0 art. 2.3.5 Relación de solidez e = An/At At = Area perimetral total (m2) An = Área neta expuesta (m2) Gh = Factor de respuesta de ráfaga Gh = 0.65 +0.60/(h/10)1/7 art. 2.3.4 1.0 < Gh < 1.25 h = Altura total de la estructura (m) Para la incidencia oblicua del viento, según ANSI5, el área neta oblicua será: Anob = Cob*An Donde: Cob = 0.75 para incidencia a 60 grados Cob = 1.00 para incidencia normal CARGAS DE VIENTO SEGUN NORMA NSR-98: Velocidad del viento (B.6.5) Velocidad del viento básico V = 120 Km/h Velocidad de diseño ( B.6.4-2) Vs = V * S1*S2*S3 Donde: S1= Coeficiente de topografía S1 = 1.00 S2= Coeficiente de rugosidad del terreno (3) S2 = 0.99 S3= Coeficiente de grado de seguridad S3 = 1.05 5 American National Standard Institute



Presión Dinámica q = 0.000048 * vs2 * S4 [KN/m^2] Donde: S4= Coeficiente de densidad del aire S4 = 0.94 Presión ejercida sobre cualquier punto de la estructura P = Cf * q Donde: Cf = Coeficiente de fuerza (Tabla B.6.8-7 NSR-98) Coeficiente de solides de 0.25 Cf= 2.50 Ae= Área Frontal efectiva q = Presión dinámica = 0.4875 KN/m2 La fuerza total del viento sobre la estructura se calculara como: F = Cf x q x Ae Debido a que las fuerzas de viento calculadas con la metodología establecida por la Norma TIA/EIA-222-F son superiores a las calculadas mediante las ecuaciones de la Norma NSR-98, para el caso de estudio se va a seguir la metodología de la norma TIA/EIA-222-F El área neta expuesta a la acción del viento incluye la correspondiente a los elementos estructurales, elementos redundantes, platinas, cartelas y a la escalerilla de acceso o la escalerilla para guía de onda. Se asume que una escalera, apantalla la otra. PESO PROPIO DE LA ESTRUCTURA El peso propio de la estructura corresponde al peso de los elementos estructurales, los cuales son calculados directamente por el software de análisis con base en el peso unitario teórico de cada uno de los perfiles utilizados, multiplicados por su longitud. Para tener en cuenta el peso aportado por elementos no estructurales tales como tornillos, platinas, elementos redundantes eclipsas y cubrejuntas de unión, galvanizado, escaleras, etc., el peso de la estructura se afecta por un factor de multiplicación del peso de 1.25 CARGAS VERTICALES Las cargas verticales aplicadas al modelo matemático corresponden a la carga muerta, que está constituida por los elementos mencionados en el párrafo anterior, 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:

• 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 394 T-0 Fu = 5415 Kg/cm2 Los esfuerzos admisibles se calcularán de la siguiente manera: Tensión: Ft = 0.50 Fu (sobre área neta)

Ft = 0.60 Fy (sobre área bruta)

Perfiles ASTM A-36 Ft = 2277 Kg/cm2 Perfiles ASTM A-572 GR50 Ft = 3168 Kg/cm2 Flexión: Fb = 0.60 Fy*1.333 Perfiles ASTM A-36 Fb = 2025 Kg/cm2 Perfiles ASTM A-572 GR50 Fb = 2879 Kg/cm2

Compresión: Fa, según EIA/TIA/AISC con los factores SF1 y SF2

SF1 Factor d seguridad entre 1.66 y 1.92 SF2 Factor de seguridad igual a 23/12

La longitud efectiva y la relación de esbeltez, se calculan, de acuerdo con lo especificado en ASCE, report 52. Cortante: Tornillo A 325 T-1 Fv = 7385 Kg/cm2 Aplastamiento: Fp = 1.20 Fu Perfiles ASTM A-36 Fp = 3795 Kg/cm2 Perfiles ASTM A-572 GR50 Fp = 5280 Kg/cm2 Tornillo A 394 T-0 Fp = 8862 Kg/cm2

Project: TORRE CUADRADA AUTOSOPORTADA DE 60 MJob: ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA ESTADO ACTUALClient: RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

INSTATEL COLOMBIA Carrera 124 No 17 - 98

Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90

Job: ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA ESTADO ACTUAL Project: TORRE CUADRADA AUTOSOPORTADA DE 60 M Client: RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA Drawn by: Ing Jaime Gutierrez C. App'd:

Code: TIA/EIA-222-F Date: 12/29/10 Scale: NTS Path:

C:\Documents and Settings\THOSHIBA\Escritorio\Proyectos 2010\Instatel Evaluaciones Estructural\05 Calatrava TCSV 60 m\Risa Tower Actual\TCSV 60 M Calatrava Actual.eri

Dwg No. E-1

60.0 m

56.0 m

52.0 m

50.0 m

45.0 m

40.0 m

35.0 m

30.0 m

25.0 m

20.0 m

14.0 m

8.0 m

5.0 m

0.0 m

REACTIONS - 120 kph WINDTORQUE 1221 kg-m

13775 kgSHEAR 436299 kg-m

MOMENT13778 kg

AXIAL

SHEAR: 9798 kgUPLIFT: -47463 kgDOWN: 55845 kg

MAX. CORNER REACTIONS AT BASE:

T1T2

T3T4

T5T6

T7T8

T9T1

0T1

1T1

2T1

3

L76x

76x6

A2L

76x7

6x6.

4L1

02x1

02x6

L102

x102

x8L1

02x1

02x1

0L1

02x1

02x1

3A

572-

50L5

1x51

x4.8

BL5

1x51

x4.8

L64x

64x4

.82L

51x5

1x5

2L51

x51x

6L6

4x64

x6.4

L76x

76x6

.4A

572-

50L5

1x51

x4.8

N.A

.C

2L51

x51x

6L5

1x51

x4.8

L64x

64x4

.8L6

4x64

x6.4

L76x

76x6

.4N

.A.

BL5

1x51

x4.8

N.A

.N

.A.

L38x

38x3

.2L5

1x51

x4.8

L38x

38x3

.2N

.A.

L51x

51x3

.2L5

1x51

x4.8

L51x

51x6

.4N

.A.

L44x

44x3

.2L5

1x51

x3.2

L51x

51x4

.8N

.A.

L51x

51x3

.2N

.A.

L51x

51x6

.4L5

1x51

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N.A

.L5

1x51

x4.8

276.

026

4.8

318.

682

3.4

703.

870

3.8

704.

776

1.9

853.

212

73.7

1663

.097

6.0

1444

.6

0.62

1.94

2.41

72.

894

3.46

74.

044.

763

16 @

0.5

2 @

116

@ 1

.25

4 @

2.5

5 @

31

@ 5

Sec

tion

Leg

s L

eg G

rade

Dia

gona

ls D

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nal G

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Top

Girt

s H

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ls R

ed. H

oriz

onta

ls R

ed. D

iago

nals

Red

. Hip

s I

nner

Bra

cing

Fac

e W

idth

(m)

5.97

# P

anel

s @

(m)

Wei

ght (

kg)

1076

7.8

ANTENA PANEL UHF 0.48x0.983 61.5ANTENA PANEL UHF 0.48x0.983 61.5ANTENA PANEL UHF 0.48x0.983 61.5ANTENA PANEL UHF 0.48x0.983 61.5ANTENA PANEL UHF 0.48x0.983 60ANTENA PANEL UHF 0.48x0.983 60ANTENA PANEL UHF 0.48x0.983 60ANTENA PANEL UHF 0.48x0.983 60ANTENA PANEL UHF 0.48x0.983 60 - 59ANTENA PANEL UHF 0.48x0.983 60 - 59ANTENA PANEL UHF 0.48x0.983 60 - 59ANTENA PANEL UHF 0.48x0.983 59 - 58ANTENA PANEL UHF 0.48x0.983 59 - 58ANTENA PANEL UHF 0.48x0.983 59 - 58ANTENA PANEL UHF 0.48x0.983 58 - 57ANTENA PANEL UHF 0.48x0.983 58 - 57ANTENA PANEL UHF 0.48x0.983 58 - 57ANTENA PANEL UHF 0.48x0.983 57 - 56ANTENA PANEL UHF 0.48x0.983 57 - 56ANTENA PANEL UHF 0.48x0.983 57 - 56ANTENA PANEL UHF 0.48x0.983 56 - 55ANTENA PANEL UHF 0.48x0.983 56 - 55ANTENA PANEL UHF 0.48x0.983 56 - 55ANTENA PANEL UHF 0.48x0.983 55 - 54ANTENA PANEL UHF 0.48x0.983 55 - 54ANTENA PANEL UHF 0.48x0.983 55 - 54ANTENA PANEL FM KATHREIN 50 - 48ANTENA PANEL FM KATHREIN 50 - 48ANTENA PANEL FM KATHREIN 50 - 48ANTENA PANEL FM KATHREIN 50 - 48ANTENA PANEL FM KATHREIN 48 - 46ANTENA PANEL FM KATHREIN 48 - 46ANTENA PANEL FM KATHREIN 48 - 46ANTENA PANEL FM KATHREIN 48 - 46ANTENA PANEL FM KATHREIN 46 - 44ANTENA PANEL FM KATHREIN 46 - 44ANTENA PANEL FM KATHREIN 46 - 44ANTENA PANEL FM KATHREIN 44 - 42ANTENA PANEL FM KATHREIN 44 - 42ANTENA PANEL FM KATHREIN 44 - 42(2) ANTENA PANEL FM KATHREIN 41.8 - 40.8(2) ANTENA PANEL FM KATHREIN 40.8 - 39.8(2) ANTENA PANEL FM KATHREIN 39.8 - 38.8(2) ANTENA PANEL FM KATHREIN 38.8 - 37.86 FT DISH 358 FT DISH 31.88 FT DISH 31.5HP10-59W 26.58 FT DISH 23.58 FT DISH 19HP6-107G 13Andrew KP4/KP4F 8.5DESIGNED APPURTENANCE LOADINGTYPE TYPEELEVATION ELEVATION

ANTENA PANEL UHF 0.48x0.983 61.5ANTENA PANEL UHF 0.48x0.983 61.5ANTENA PANEL UHF 0.48x0.983 61.5ANTENA PANEL UHF 0.48x0.983 61.5ANTENA PANEL UHF 0.48x0.983 60ANTENA PANEL UHF 0.48x0.983 60ANTENA PANEL UHF 0.48x0.983 60ANTENA PANEL UHF 0.48x0.983 60ANTENA PANEL UHF 0.48x0.983 60 - 59ANTENA PANEL UHF 0.48x0.983 60 - 59ANTENA PANEL UHF 0.48x0.983 60 - 59ANTENA PANEL UHF 0.48x0.983 59 - 58ANTENA PANEL UHF 0.48x0.983 59 - 58ANTENA PANEL UHF 0.48x0.983 59 - 58ANTENA PANEL UHF 0.48x0.983 58 - 57ANTENA PANEL UHF 0.48x0.983 58 - 57ANTENA PANEL UHF 0.48x0.983 58 - 57ANTENA PANEL UHF 0.48x0.983 57 - 56ANTENA PANEL UHF 0.48x0.983 57 - 56ANTENA PANEL UHF 0.48x0.983 57 - 56ANTENA PANEL UHF 0.48x0.983 56 - 55ANTENA PANEL UHF 0.48x0.983 56 - 55ANTENA PANEL UHF 0.48x0.983 56 - 55ANTENA PANEL UHF 0.48x0.983 55 - 54ANTENA PANEL UHF 0.48x0.983 55 - 54ANTENA PANEL UHF 0.48x0.983 55 - 54

ANTENA PANEL FM KATHREIN 50 - 48ANTENA PANEL FM KATHREIN 50 - 48ANTENA PANEL FM KATHREIN 50 - 48ANTENA PANEL FM KATHREIN 50 - 48ANTENA PANEL FM KATHREIN 48 - 46ANTENA PANEL FM KATHREIN 48 - 46ANTENA PANEL FM KATHREIN 48 - 46ANTENA PANEL FM KATHREIN 48 - 46ANTENA PANEL FM KATHREIN 46 - 44ANTENA PANEL FM KATHREIN 46 - 44ANTENA PANEL FM KATHREIN 46 - 44ANTENA PANEL FM KATHREIN 44 - 42ANTENA PANEL FM KATHREIN 44 - 42ANTENA PANEL FM KATHREIN 44 - 42(2) ANTENA PANEL FM KATHREIN 41.8 - 40.8(2) ANTENA PANEL FM KATHREIN 40.8 - 39.8(2) ANTENA PANEL FM KATHREIN 39.8 - 38.8(2) ANTENA PANEL FM KATHREIN 38.8 - 37.86 FT DISH 358 FT DISH 31.88 FT DISH 31.5HP10-59W 26.58 FT DISH 23.58 FT DISH 19HP6-107G 13Andrew KP4/KP4F 8.5

SYMBOL LISTMARK MARKSIZE SIZE

A L102x102x6B L51x51x6.4

C 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 A394 bolts, nuts and locking devices. Installation per

TIA/EIA-222 and AISC Specifications.5. Tower members are "hot dipped" galvanized in accordance with ASTM A123 and ASTM

A153 Standards.6. Welds are fabricated with AWS E60XX/E70XX electrodes.7. All welded joints and connection flanges cerfitied for integrity an quality per AWS D1:18. RF antennas feeders shall be 1-5/8" and installed 48 feeders per side9. MW dishes feeders shall be 1/2" and installed 8 feeders per side10. TOWER RATING: 437.2%

RESULTADOS

ESTADO ACTUAL


Diciembre 28 de 2010



CONCLUSIONES Y RESULTADOS

ESTADO DE LA ESTRUCTURA

PINTURA

La pintura de estructura de la torre se encuentra en mal estado, en la sección recta ya esta entrando unos elementos aparentemente a corrosión, para determinar este estado es necesario raspar la pintura existente y verificar si el oxido superpuesto sobre la estructura se encuentra con corrosión.

Los elementos redundantes instalados desde el nivel + 0.00 hasta el nivel +14.00 se encuentra sin la proteccion de la pintura

TORQUEO

Se realizo una inspección aleatoria a la torre y se encontró que la tornillería esta cumpliendo con el torque solicitado en las norma.

TORNILLERIA

Se encuentra dentro de los elementos completa, la tornillería de la sección recta se encuentra con corrosión en la cabeza y otras en la punta del bastago.

ESCALERA DE ACCESO

Se encuentra escalera de acceso pero normal cumpliendo con el minimo ancho de la norma pero no tiene Linea de Vida.

PLATAFORMAS DE DESCANSO

Las plataformas de descanso instaladas se encuentran sin barandas de protección, dentro de las normas estas deben llevar barandas



LUCES DE OBSTRUCCION

Dentro del reglamentos de la aeronáutica civil, en la parte alta de la torre debe llevar Luz de Balizaje, la Torre no tiene LUZ DE BALIZAJE.

ESTADO ACTUAL DE LA TORRE

Al realizar el análisis del cálculo estructural de la torre con las cargas actuales se llego al siguiente resultado:

Para la velocidad de viento solicitada que es a 120 kph la estructura no esta cumpliendo ya que unos elementos están trabajando a mas del 100%.

Para 120 kph la estructura esta trabajando a la falla de los siguientes elementos

MONTANTES

Del nivel +0.00 al nivel +5.00 m este elemento se encuentra trabajando al 139,8% por lo tanto se debe reforzar

Del nivel +14.00 al nivel +20.00 m este elemento se encuentra trabajando al 197.6% por lo tanto se debe reforzar

Del nivel +20.00 al nivel +25.00 m este elemento se encuentra trabajando al 120,6% por lo tanto se debe reforzar

Del nivel +25.00 al nivel +30.00 m este elemento se encuentra trabajando al 139,% por lo tanto se debe reforzar

Del nivel +30.00 al nivel +35.00 m este elemento se encuentra trabajando al 115% por lo tanto se debe reforzar

DIAGONALES

Del nivel +0.00 al nivel +5.00 m estas diagonales se encuentra trabajando al 107% por lo tanto se debe reforzar







HORIZONTALES

La horizontal que se encuentra instalada en el nivel + 8.00 m se encuentra trabajando al 200% por lo tanto se debe reforzar




Los elementos como redundantes y tornillería que en la memoria se ven que están trabajando mas del 100% estos no se deben tener en cuenta en los cálculos ya que el elemento principal sobrepase los limites de la elongación del material estos entra a trabajar como principales y por lo tanto también fallan.

DEFLEXION DE LA TORRE

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

Desplazamiento máximo= H/200

Dmax= 600/200

Dmax= 300 mm

De los cálculos realizamos tenemos.

El desplazamiento presentado en la velocidad de operación tenemos 206 mm

Entonces 206 < 300 OK



CIMENTACION

Luego de realizado los cálculos de la evaluación de la cimentación esta cumple con capacidad portante arrancamiento y vuelco.

La cimentación no tiene vigas de amarre o enlace entre pedestales y sin las vigas de amarre la cimentación – torre genera unos momentos que dan una torcion a la cimentación –torre.

Falta realizar esta viga de amarre, también para cumplir con la norma NSR 98 para el sismo.

Se analizara la cimentación con las vigas de amarre en el estado reforzado que es comno debe quedar trabajando la torre.

ANEXO SE PRESENTA:

ISOMETRICO TORRE

SILUETA HIPOTESIS 1 ESTADO ACTUAL

DEFORMADA HIPOTESIS 1 ESTADO ACTUAL

CALCULO DE PLACA BASE Y PERNOS ANCLAJE

CALCULO ESTRUCTURAL HIPOTESIS 1 ESTADO ACTUAL

Project: TORRE CUADRADA AUTOSOPORTADA DE 60 MJob: ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA ESTADO ACTUALClient: RTVC - RADIO TELEVISION NACIONAL DE COLOMBIALC:8 Dead+Wind 90 deg - ServiceMax. Disp.180.88 mm @ 60.000 mScaling 40

Calculo: Ing. Jaime Gutierrez C:Fecha: Diciembre 29 de 2010 ESTACION: CALATRAVA

ESTADO ACTUALESTRUCTURA: TORRE CUADRADA 60 m SECCION VARIABLE

CARGAS ACTUANTESTension Maxima T (ton) 55,845Comprexion Maxima C (ton) -47,462Fuerza Longitudinal en X Hx (ton) -6,119 -7,128Fuerza Transversal en Y Hy (ton) 5,828 6,884

CALCULO DE PLACA - BASE

PLACA BASE B C t Dp m No pernos

cm. cm. cm cm cm. Bp Cp un40 40 2,2 4,0 16,0 54 54 7,0

C

P

Dimension pedestal (cm)

B m n

t

p

D Dp

Area Placa Colocada Ac 1.600 cm2

Acero A-36 Fy= 2.530 Kg /cm² Concreto. f'c= 210 Kg / cm²Distancia n 8,0 cmArea Requerida placa base Ar 478 cm2

Apoyo contacto pedestal Fp 99,225 Kg / cm²Presion de Apoyo pp 29,664 kg / cm²

Esfuerzo de Flexion por Compresion FbEsfuerzo de Flexion Fb 1.645 Kg / cm² Acero A-36 Distancia al borde m 16 cm

Espesor Placa Base C t 1,86 cm

Esfuerzo de Flexion por Arranque Fb¨

Distancia al perno Dp 4 cmFuerza en el Perno Pt 7 98 TonFuerza en el Perno Pt 7,98 TonMomento de Flexion Mf 31,9 Ton - cm

Espesor de la Placa Base Arr t 2,20 cm

Espesor Minimo Placa Base t 2,20 cm

Lado de la placa Base B 400 mmEspesor de la Placa Base t 22 mm OK CUMPLE

Calculo: Ing. Jaime Gutierrez C:Fecha: Diciembre 29 de 2010

ESTACION: CALATRAVAS C O C

ESTADO ACTUALESTRUCTURA:

DISEÑO DE PERNOS DE ANCLAJE

TORRE CUADRADA 60 m SECCION VARIABLE

Diametro de los Pernos dp 0,88 plgdp 2,22 cm

Material de los PernosCantidad de Pernos 7 unArea Total de Pernos Atp 27,16 cm²

SAE 1020 CALIBRADO

Factor de Rosca 0,85Numero de Hilos por Pulgada hp 8Area Efectiva de Pernos Ap 20,12 cm²

Cargas de TrabajoFuerza de Arranque T 55,85 tonFuerza de Cortante Vux -6,12 tonFuerza de Cortante Vuy 6,88 tonFuerza de Cortante Vu 9,21 ton

Esfuerzo de Fluencia Fy 4,20 ton/cm²Resistencia a la Tension Ft 3,36 ton/cm²Resistencia al Corte Fv 2,24 ton/cm²Area Efectiva de cada Perno Ae 2,87 cm²,Area Total por Perno Ap 3,88 cm²Area Requerida por Arranque At 10,8 cm²Area Requerida Arranque Diseño Atm 16,3 cm²Numero de Pernos Minimo Np 6 un

Pernos a Colocar 7 unDiametro del Perno 22 mmDiametro del Perno 22 mm

Area Neta de Pernos Anp 20,12 cm²

AREA DE PERNOS > AREA REQUERIDA OK CUMPLE

RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA

ESTADO ACTUAL

Page 1 of 46

Carrera 124 No 17 - 98

Project TORRE CUADRADA AUTOSOPORTADA DE 60 M

Date 11:27:41 12/29/10


Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

Designed by Ing Jaime Gutierrez C.

Tower Input Data The main tower is a 4x free standing tower with an overall height of 60.000 m above the ground line. The base of the tower is set at an elevation of 0.000 m above the ground line. The face width of the tower is 0.620 m at the top and 5.970 m at the base. This tower is designed using the TIA/EIA-222-F standard. The following design criteria apply:

Basic wind speed of 120 kph. Deflections calculated using a wind speed of 60 kph. Weld together tower sections have flange connections.. Connections use galvanized A394 bolts, nuts and locking devices. Installation per TIA/EIA-222 and AISC

Specifications.. Tower members are ''hot dipped'' galvanized in accordance with ASTM A123 and ASTM A153 Standards.. Welds are fabricated with AWS E60XX/E70XX electrodes.. All welded joints and connection flanges cerfitied for integrity an quality per AWS D1:1. RF antennas feeders shall be 1-5/8'' and installed 48 feeders per side. MW dishes feeders shall be 1/2'' and installed 8 feeders per side. Tension only take-up is 1 mm. A non-linear (P-delta) analysis was used. Pressures are calculated at each section. Stress ratio used in tower member design is 1.333. Local bending stresses due to climbing loads, feedline supports, and appurtenance mounts are not considered.

Options

Consider Moments - Legs 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


ESTADO ACTUAL

Page 2 of 46



Date 11:27:41 12/29/10




Leg C Leg D Fa

ce A

Face B

Face D

Square Tower

Face C

Wind 0

Wind 90

Wind 45

Leg A Leg B

Z

X

Tower Section Geometry

Tower Section

Tower Elevation

m

Assembly Database

Description Section Width

m

Number of

Sections

Section Length

m

T1 60.000-56.000 0.620 1 4.000 T2 56.000-52.000 0.620 1 4.000 T3 52.000-50.000 0.620 1 2.000 T4 50.000-45.000 1.940 1 5.000 T5 45.000-40.000 1.940 1 5.000 T6 40.000-35.000 1.940 1 5.000 T7 35.000-30.000 1.940 1 5.000 T8 30.000-25.000 1.940 1 5.000 T9 25.000-20.000 2.417 1 5.000

T10 20.000-14.000 2.894 1 6.000 T11 14.000-8.000 3.467 1 6.000 T12 8.000-5.000 4.040 1 3.000 T13 5.000-0.000 4.763 1 5.000

Tower Section Geometry (cont’d)

Tower Section

Tower Elevation

m

Diagonal Spacing

m

Bracing Type

Has K Brace

End Panels

Has Horizontals

Top Girt Offset

mm

Bottom Girt Offset

mm

T1 60.000-56.000 0.500 K Brace Left No Yes 0 0 T2 56.000-52.000 0.500 K Brace Left No Yes 0 0 T3 52.000-50.000 1.000 TX Brace No Yes 0 0 T4 50.000-45.000 1.250 Double K No Yes 0 0 T5 45.000-40.000 1.250 Double K No Yes 0 0 T6 40.000-35.000 1.250 Double K No Yes 0 0


ESTADO ACTUAL

Page 3 of 46



Date 11:27:41 12/29/10




Tower Section

Tower Elevation

m

Diagonal Spacing

m

Bracing Type

Has K Brace

End Panels

Has Horizontals

Top Girt Offset

mm

Bottom Girt Offset

mm

T7 35.000-30.000 1.250 Double K No Yes 0 0 T8 30.000-25.000 2.500 Double K1 No Yes 0 0 T9 25.000-20.000 2.500 Double K1 No Yes 0 0

T10 20.000-14.000 3.000 Double K1 No Yes 0 0 T11 14.000-8.000 3.000 Double K1 No Yes 0 0 T12 8.000-5.000 3.000 K3 Up No Yes 0 0 T13 5.000-0.000 5.000 K2 Down No Yes 0 0


Tower Elevation

m

Leg Type

Leg Size

Leg Grade

Diagonal Type

Diagonal Size

Diagonal Grade

T1 60.000-56.000 Equal Angle L76x76x6 A572-50 (345 MPa)

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





T4 50.000-45.000 Equal Angle 2L76x76x6.4 A572-50 (345 MPa)












T10 20.000-14.000

Equal Angle L102x102x10 A572-50 (345 MPa)

Double Angle 2L51x51x5 A572-50 (345 MPa)








Tower Elevation

m

Top Girt Type

Top Girt Size

Top Girt Grade

Bottom Girt Type

Bottom Girt Size

Bottom Girt Grade

T1 60.000-56.000 Single Angle L51x51x4.8 A572-50 (345 MPa)

Single Angle A570-50 (345 MPa)


Solid Round A570-50 (345 MPa)

T4 50.000-45.000 Double Angle 2L51x51x6 A572-50 (345 MPa)


T5 45.000-40.000 Single Angle L51x51x4.8 A572-50 Solid Round A570-50


ESTADO ACTUAL

Page 4 of 46



Date 11:27:41 12/29/10




Tower Elevation

m

Top Girt Type

Top Girt Size

Top Girt Grade

Bottom Girt Type

Bottom Girt Size

Bottom Girt Grade

(345 MPa) (345 MPa) T6 40.000-35.000 Single Angle L51x51x4.8 A572-50

(345 MPa) Solid Round A572-50

(345 MPa) T7 35.000-30.000 Single Angle L51x51x4.8 A572-50






(345 MPa) T10

20.000-14.000 Single Angle L51x51x4.8 A572-50








(345 MPa)


Tower Elevation

m

No. of

Mid Girts

Mid Girt Type

Mid Girt Size

Mid Girt Grade

Horizontal Type

Horizontal Size

Horizontal Grade

T3 52.000-50.000 None Flat Bar A36 (248 MPa)














T10 20.000-14.000

None Flat Bar A36 (248 MPa)










ESTADO ACTUAL

Page 5 of 46



Date 11:27:41 12/29/10




Tower Elevation

m

Secondary Horizontal Type

Secondary Horizontal Size

Secondary Horizontal

Grade

Inner Bracing Type

Inner Bracing Size

Inner Bracing Grade

T3 52.000-50.000 Single Angle A572-50 (345 MPa)








T10 20.000-14.000








Tower Elevation

m

Redundant Bracing Grade

Redundant Type

Redundant Size

K Factor

T8 30.000-25.000

A572-50 (345 MPa)

Horizontal (1) Diagonal (1)

Hip (1)

Single Angle Single Angle Single Angle

L38x38x3.2 L51x51x3.2 L44x44x3.2

1 1 1

T9 25.000-20.000

A572-50 (345 MPa)


Hip (1)


L38x38x3.2 L51x51x3.2 L44x44x3.2

1 1 1

T10 20.000-14.000

A572-50 (345 MPa)


Hip (1)


L38x38x3.2 L51x51x3.2 L44x44x3.2

1 1 1

T11 14.000-8.000

A572-50 (345 MPa)


Hip (1)


L38x38x3.2 L51x51x3.2 L51x51x3.2

1 1 1

T12 8.000-5.000

A572-50 (345 MPa)

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

Hip (1) Hip (2)

Single Angle

Single Angle

Single Angle

L51x51x4.8 L51x51x4.8 L51x51x4.8 L51x51x4.8 L51x51x4.8 L51x51x4.8 L51x51x4.8 L51x51x4.8

1 1 1

T13 5.000-0.000

A572-50 (345 MPa)

Horizontal (1) Horizontal (2) Diagonal (1) Diagonal (2)

Hip (1) Hip (2)

Single Angle

Single Angle

Single Angle

L38x38x3.2 L44x44x3.2 L51x51x6.4 L51x51x4.8 L51x51x4.8 L51x51x4.8

1 1 1



ESTADO ACTUAL

Page 6 of 46



Date 11:27:41 12/29/10




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


Horizontals mm

T1 60.000-56.000

0.018 6 A36 (248 MPa)

1 1 1.25 0 0

T2 56.000-52.000

0.018 6 A36 (248 MPa)

1 1 1.25 0 0

T3 52.000-50.000

0.018 8 A36 (248 MPa)

1 1 1.25 0 0

T4 50.000-45.000

0.018 10 A36 (248 MPa)

1 1 1.25 0 0

T5 45.000-40.000

0.018 10 A36 (248 MPa)

1 1 1.25 0 0

T6 40.000-35.000

0.018 10 A36 (248 MPa)

1 1 1.25 0 0

T7 35.000-30.000

0.021 10 A36 (248 MPa)

1 1 1.25 0 0

T8 30.000-25.000

0.021 10 A36 (248 MPa)

1 1 1.25 0 0

T9 25.000-20.000

0.024 10 A36 (248 MPa)

1 1 1.25 0 0

T10 20.000-14.000

0.024 10 A36 (248 MPa)

1 1 1.25 0 0

T11 14.000-8.000

0.024 10 A36 (248 MPa)

1 1 1.25 0 0

T12 8.000-5.000

0.024 10 A36 (248 MPa)

1 1 1.25 0 0

T13 5.000-0.000

0.024 10 A36 (248 MPa)

1 1 1.25 0 0


K Factors1

Tower Elevation

m

Calc K

Single Angles

Calc K

Solid Rounds

Legs X Brace Diags

X Y

K Brace Diags

X Y

Single Diags

X Y

Girts

X Y

Horiz.

X Y

Sec. Horiz.

X Y

Inner Brace

X Y

T1 60.000-56.000

No No 1 1 1

1 1

1 1

1 1

1 1

1 1

1 1

T2 56.000-52.000

No No 1 1 1

1 1

1 1

1 1

1 1

1 1

1 1

T3 52.000-50.000

No No 1 1 1

1 1

1 1

1 1

1 1

1 1

1 1

T4 50.000-45.000

No No 1 1 1

1 1

1 1

0.5 1

1 1

1 1

1 1

T5 45.000-40.000

No No 1 1 1

1 1

1 1

0.5 1

1 1

1 1

1 1

T6 40.000-35.000

No No 1 1 1

1 1

1 1

0.5 1

1 1

1 1

1 1

T7 35.000-30.000

No No 1 1 1

1 1

1 1

0.5 1

1 1

1 1

1 1

T8 30.000-25.000

No No 1 1 1

1 1

1 1

0.5 1

1 1

1 1

1 1

T9 25.000-20.000

No No 1 1 1

1 1

1 1

0.5 1

1 1

1 1

1 1

T10 20.000-14.000

No No 1 1 1

1 1

1 1

0.5 1

1 1

1 1

1 1


ESTADO ACTUAL

Page 7 of 46



Date 11:27:41 12/29/10




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

T11 14.000-8.000

No No 0.75 1 1

1 1

1 1

0.5 1

1 1

1 1

1 1

T12 8.000-5.000

No No 1 1 1

1 1

1 1

0.25 1

1 1

1 1

1 1

T13 5.000-0.000

No No 1 1 1

1 1

1 1

0.25 1

1 1

1 1

1 1

1Note: K factors are applied to member segment lengths. K-braces without inner supporting members will have the K factor in the out-of-plane direction applied to the overall length.


Tower Elevation

m

Leg Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Horizontal

Net Width Deduct

mm

U

Net Width Deduct

mm

U

Net WidthDeduct

mm

U

Net Width

Deduct mm

U

Net Width

Deduct mm

U

Net Width

Deduct mm

U

Net Width

Deduct mm

U

T1 60.000-56.000

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

T2 56.000-52.000

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

T3 52.000-50.000

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

T4 50.000-45.000

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

T5 45.000-40.000

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

T6 40.000-35.000

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

T7 35.000-30.000

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

T8 30.000-25.000

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

T9 25.000-20.000

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

T10 20.000-14.000

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

T11 14.000-8.000

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

T12 8.000-5.000

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

T13 5.000-0.000

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



ESTADO ACTUAL

Page 8 of 46



Date 11:27:41 12/29/10




Tower Elevation

m

Leg Connection

Type


Bolt Size mm

No. Bolt Size mm

No. Bolt Sizemm

No. Bolt Sizemm

No. Bolt Sizemm

No. Bolt Size mm

No. Bolt Sizemm

No.

T1 60.000-56.000

Sleeve DS 16 A325N

8 16 A325N

2 16 A325N

2 16 A307

1 16 A325N

0 13 A307

1 16 A307

1

T2 56.000-52.000

Sleeve DS 16 A325N

8 16 A325N

2 16 A325N

2 16 A307

1 16 A325N

0 13 A307

1 16 A307

1

T3 52.000-50.000

Sleeve DS 16 A325N

10 16 A325N

2 16 A325N

2 16 A307

1 16 A325N

0 16 A325N

2 16 A307

1

T4 50.000-45.000

Sleeve DS 16 A325N

8 16 A325N

2 16 A325N

2 16 A307

2 16 A325N

0 16 A307

2 16 A307

2

T5 45.000-40.000

Sleeve DS 16 A325N

8 16 A325N

2 16 A325N

2 16 A307

2 16 A325N

0 16 A307

2 16 A307

2

T6 40.000-35.000

Sleeve DS 16 A325N

12 16 A325N

2 16 A325N

2 16 A307

2 16 A325N

0 16 A307

2 16 A307

2

T7 35.000-30.000

Sleeve DS 16 A325N

12 16 A325N

2 16 A325N

2 16 A307

2 16 A325N

0 16 A307

2 16 A307

2

T8 30.000-25.000

Sleeve DS 16 A325N

12 16 A325N

3 16 A325N

2 16 A307

2 16 A325N

0 16 A307

2 16 A307

2

T9 25.000-20.000

Sleeve DS 16 A325N

12 16 A325N

2 16 A325N

2 16 A307

2 16 A325N

0 16 A307

2 16 A307

2

T10 20.000-14.000

Sleeve DS 16 A325N

16 16 A325N

2 16 A325N

2 16 A307

2 16 A325N

0 16 A307

2 16 A307

2

T11 14.000-8.000

Sleeve DS 16 A325N

16 16 A325N

2 16 A325N

2 16 A307

2 16 A325N

0 16 A307

2 16 A307

2

T12 8.000-5.000

Sleeve DS 16 A325N

16 16 A325N

2 16 A325N

2 16 A307

2 16 A325N

0 16 A307

2 16 A307

2

T13 5.000-0.000

Sleeve DS 16 A325N

16 16 A325N

2 16 A325N

2 16 A307

2 16 A325N

0 16 A307

2 16 A307

2

Discrete Tower Loads

Description Face or

Leg

Offset Type

Offsets: Horz

Lateral Vert

m m m

Azimuth Adjustment

°

Placement

m

CAAA Front

m2

CAAA Side

m2

Weight

kg

ANTENA PANEL UHF 0.48x0.983

A From Face 0.000 0.000 0.000

0.0000 61.500 No Ice 0.665 0.363 10.00


B From Face 0.000 0.000 0.000

0.0000 61.500 No Ice 0.665 0.363 10.00


C From Face 0.000 0.000 0.000

0.0000 61.500 No Ice 0.665 0.363 10.00


D From Face 0.000 0.000 0.000

0.0000 61.500 No Ice 0.665 0.363 10.00


A From Face 0.000 0.000 0.000

0.0000 60.000 No Ice 0.665 0.363 10.00


B From Face 0.000 0.000 0.000

0.0000 60.000 No Ice 0.665 0.363 10.00


ESTADO ACTUAL

Page 9 of 46



Date 11:27:41 12/29/10




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


C From Face 0.000 0.000 0.000

0.0000 60.000 No Ice 0.665 0.363 10.00


D From Face 0.000 0.000 0.000

0.0000 60.000 No Ice 0.665 0.363 10.00


A From Face 0.000 0.000 0.000

0.0000 60.000 - 59.000 No Ice 0.665 0.363 10.00


B From Face 0.000 0.000 0.000

0.0000 60.000 - 59.000 No Ice 0.665 0.363 10.00


D From Face 0.000 0.000 0.000

0.0000 60.000 - 59.000 No Ice 0.665 0.363 10.00


A From Face 0.000 0.000 0.000

0.0000 59.000 - 58.000 No Ice 0.665 0.363 10.00


B From Face 0.000 0.000 0.000

0.0000 59.000 - 58.000 No Ice 0.665 0.363 10.00


D From Face 0.000 0.000 0.000

0.0000 59.000 - 58.000 No Ice 0.665 0.363 10.00


A From Face 0.000 0.000 0.000

0.0000 58.000 - 57.000 No Ice 0.665 0.363 10.00


B From Face 0.000 0.000 0.000

0.0000 58.000 - 57.000 No Ice 0.665 0.363 10.00


D From Face 0.000 0.000 0.000

0.0000 58.000 - 57.000 No Ice 0.665 0.363 10.00


A From Face 0.000 0.000 0.000

0.0000 57.000 - 56.000 No Ice 0.665 0.363 10.00


B From Face 0.000 0.000 0.000

0.0000 57.000 - 56.000 No Ice 0.665 0.363 10.00


D From Face 0.000 0.000 0.000

0.0000 57.000 - 56.000 No Ice 0.665 0.363 10.00


A From Face 0.000 0.000 0.000

0.0000 56.000 - 55.000 No Ice 0.665 0.363 10.00


B From Face 0.000 0.000 0.000

0.0000 56.000 - 55.000 No Ice 0.665 0.363 10.00


D From Face 0.000 0.000 0.000

0.0000 56.000 - 55.000 No Ice 0.665 0.363 10.00


A From Face 0.000 0.000 0.000

0.0000 55.000 - 54.000 No Ice 0.665 0.363 10.00


B From Face 0.000 0.000 0.000

0.0000 55.000 - 54.000 No Ice 0.665 0.363 10.00


ESTADO ACTUAL

Page 10 of 46



Date 11:27:41 12/29/10




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


D From Face 0.000 0.000 0.000

0.0000 55.000 - 54.000 No Ice 0.665 0.363 10.00

ANTENA PANEL FM KATHREIN

A From Face 0.000 0.000 0.000

0.0000 50.000 - 48.000 No Ice 0.063 0.063 86.00


A From Face 0.000 0.000 0.000

0.0000 48.000 - 46.000 No Ice 0.063 0.063 86.00


A From Face 0.000 0.000 0.000

0.0000 46.000 - 44.000 No Ice 0.063 0.063 86.00


A From Face 0.000 0.000 0.000

0.0000 44.000 - 42.000 No Ice 0.063 0.063 86.00


B From Face 0.000 0.000 0.000

0.0000 50.000 - 48.000 No Ice 0.063 0.063 86.00


B From Face 0.000 0.000 0.000

0.0000 48.000 - 46.000 No Ice 0.063 0.063 86.00


C From Face 0.000 0.000 0.000

0.0000 50.000 - 48.000 No Ice 0.063 0.063 86.00


C From Face 0.000 0.000 0.000

0.0000 48.000 - 46.000 No Ice 0.063 0.063 86.00


C From Face 0.000 0.000 0.000

0.0000 46.000 - 44.000 No Ice 0.063 0.063 86.00


C From Face 0.000 0.000 0.000

0.0000 44.000 - 42.000 No Ice 0.063 0.063 86.00


D From Face 0.000 0.000 0.000

0.0000 50.000 - 48.000 No Ice 0.063 0.063 86.00


D From Face 0.000 0.000 0.000

0.0000 48.000 - 46.000 No Ice 0.063 0.063 86.00


D From Face 0.000 0.000 0.000

0.0000 46.000 - 44.000 No Ice 0.063 0.063 86.00


D From Face 0.000 0.000 0.000

0.0000 44.000 - 42.000 No Ice 0.063 0.063 86.00

(2) ANTENA PANEL FM KATHREIN

A From Face 0.000 0.000 0.000

0.0000 41.800 - 40.800 No Ice 0.063 0.063 86.00


A From Face 0.000 0.000 0.000

0.0000 40.800 - 39.800 No Ice 0.063 0.063 86.00


A From Face 0.000 0.000 0.000

0.0000 39.800 - 38.800 No Ice 0.063 0.063 86.00


A From Face 0.000 0.000 0.000

0.0000 38.800 - 37.800 No Ice 0.063 0.063 86.00


ESTADO ACTUAL

Page 11 of 46



Date 11:27:41 12/29/10




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 6 FT DISH D Paraboloid w/o

Radome From Face

0.000 0.000 0.000

0.0000 35.000 1.829 No Ice 2.626 64.86

8 FT DISH D Paraboloid w/o Radome

From Face

0.000 0.000 0.000

0.0000 31.800 2.438 No Ice 4.673 113.85


From Leg

0.000 0.000 0.000

0.0000 31.500 2.438 No Ice 4.673 113.85

HP10-59W A Paraboloid w/Shroud (HP)

From Face

0.000 0.000 0.000

0.0000 26.500 3.048 No Ice 7.293 182.34

8 FT DISH A Paraboloid w/o Radome

From Face

0.000 0.000 0.000

0.0000 23.500 2.438 No Ice 4.673 113.85


From Leg

0.000 0.000 0.000

0.0000 19.000 2.438 No Ice 4.673 113.85

HP6-107G C Paraboloid w/Shroud (HP)

From Leg

0.000 0.000 0.000

0.0000 13.000 1.829 No Ice 2.626 64.86

Andrew KP4/KP4F B Grid From Face

0.000 0.000 0.000

0.0000 8.500 1.219 No Ice 1.171 90.72

Tower Pressures - No Ice

GH = 1.115

Section Elevation

m

z

m

KZ

qz

MPa

AG

m2

Face

AF

m2

AR

m2

Aleg

m2

Leg %

CAAA In

Face m2

CAAA Out Face m2

T1 60.000-56.000

58.000 1.65 0.00 2.653 A B C D

0.9390.9390.9390.939

0.0000.0000.0000.000

0.610 64.9164.9164.9164.91

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T2 56.000-52.000

54.000 1.616 0.00 2.653 A B C D

0.9120.9120.9120.912

0.0000.0000.0000.000

0.610 66.8866.8866.8866.88

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T3 52.000-50.000

51.000 1.59 0.00 2.678 A B C D

0.8690.8690.8690.869

0.0000.0000.0000.000

0.448 51.6351.6351.6351.63

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T4 50.000-45.000

47.500 1.558 0.00 9.912 A B

1.6761.676

0.0000.000

0.760 45.3345.33

0.000 0.000

0.0000.000


ESTADO ACTUAL

Page 12 of 46



Date 11:27:41 12/29/10




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

1.6761.676

0.0000.000

45.3345.33

0.000 0.000

0.0000.000

T5 45.000-40.000

42.500 1.509 0.00 9.912 A B C D

1.6801.6801.6801.680

0.0000.0000.0000.000

0.760 45.2445.2445.2445.24

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T6 40.000-35.000

37.500 1.456 0.00 9.912 A B C D

1.6801.6801.6801.680

0.0000.0000.0000.000

0.760 45.2445.2445.2445.24

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T7 35.000-30.000

32.500 1.398 0.00 9.912 A B C D

1.6831.6831.6831.683

0.0000.0000.0000.000

0.760 45.1645.1645.1645.16

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T8 30.000-25.000

27.500 1.333 0.00 11.173 A B C D

2.3012.3012.3012.301

0.0000.0000.0000.000

1.018 44.2644.2644.2644.26

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T9 25.000-20.000

22.500 1.259 0.00 13.563 A B C D

2.4252.4252.4252.425

0.0000.0000.0000.000

1.018 41.9941.9941.9941.99

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T10 20.000-14.000

17.000 1.162 0.00 19.428 A B C D

2.7502.7502.7502.750

0.0000.0000.0000.000

1.222 44.4444.4444.4444.44

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T11 14.000-8.000

11.000 1.026 0.00 22.880 A B C D

2.9562.9562.9562.956

0.0000.0000.0000.000

1.222 41.3341.3341.3341.33

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T12 8.000-5.000

6.500 1 0.00 13.385 A B C D

2.2602.2602.2602.260

0.0000.0000.0000.000

0.618 27.3727.3727.3727.37

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T13 5.000-0.000

2.500 1 0.00 27.134 A B C D

3.0313.0313.0313.031

0.0000.0000.0000.000

1.031 34.0134.0134.0134.01

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

Tower Pressure - Service

GH = 1.115

Section Elevation

m

z

m

KZ

qz

MPa

AG

m2

Face

AF

m2

AR

m2

Aleg

m2

Leg %

CAAA In

Face m2

CAAA Out Face m2

T1 60.000-56.000

58.000 1.65 0.00 2.653 A B C D

0.9390.9390.9390.939

0.0000.0000.0000.000

0.610 64.9164.9164.9164.91

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T2 56.000-52.000

54.000 1.616 0.00 2.653 A B C D

0.9120.9120.9120.912

0.0000.0000.0000.000

0.610 66.8866.8866.8866.88

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T3 51.000 1.59 0.00 2.678 A 0.869 0.000 0.448 51.63 0.000 0.000


ESTADO ACTUAL

Page 13 of 46



Date 11:27:41 12/29/10




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

52.000-50.000 B C D

0.8690.8690.869

0.0000.0000.000

51.6351.6351.63

0.000 0.000 0.000

0.0000.0000.000

T4 50.000-45.000

47.500 1.558 0.00 9.912 A B C D

1.6761.6761.6761.676

0.0000.0000.0000.000

0.760 45.3345.3345.3345.33

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T5 45.000-40.000

42.500 1.509 0.00 9.912 A B C D

1.6801.6801.6801.680

0.0000.0000.0000.000

0.760 45.2445.2445.2445.24

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T6 40.000-35.000

37.500 1.456 0.00 9.912 A B C D

1.6801.6801.6801.680

0.0000.0000.0000.000

0.760 45.2445.2445.2445.24

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T7 35.000-30.000

32.500 1.398 0.00 9.912 A B C D

1.6831.6831.6831.683

0.0000.0000.0000.000

0.760 45.1645.1645.1645.16

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T8 30.000-25.000

27.500 1.333 0.00 11.173 A B C D

2.3012.3012.3012.301

0.0000.0000.0000.000

1.018 44.2644.2644.2644.26

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T9 25.000-20.000

22.500 1.259 0.00 13.563 A B C D

2.4252.4252.4252.425

0.0000.0000.0000.000

1.018 41.9941.9941.9941.99

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T10 20.000-14.000

17.000 1.162 0.00 19.428 A B C D

2.7502.7502.7502.750

0.0000.0000.0000.000

1.222 44.4444.4444.4444.44

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T11 14.000-8.000

11.000 1.026 0.00 22.880 A B C D

2.9562.9562.9562.956

0.0000.0000.0000.000

1.222 41.3341.3341.3341.33

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T12 8.000-5.000

6.500 1 0.00 13.385 A B C D

2.2602.2602.2602.260

0.0000.0000.0000.000

0.618 27.3727.3727.3727.37

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T13 5.000-0.000

2.500 1 0.00 27.134 A B C D

3.0313.0313.0313.031

0.0000.0000.0000.000

1.031 34.0134.0134.0134.01

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

Tower Forces - No Ice - Wind Normal To Face

Section Elevation

m

Add Weight

kg

Self Weight

kg

F a c e

e CF

RR DF

DR

AE

m2

F

kg

w

kglm

Ctrl. Face

T1 60.000-56.000

3.62 272.42 A B C D

0.354 0.354 0.354 0.354

2.4132.4132.4132.413

0.6340.6340.6340.634

1111

1111

0.9390.9390.9390.939

289.60 72.40 D

T2 56.000-52.000

3.62 261.19 A B C

0.344 0.344 0.344

2.4452.4452.445

0.630.630.63

111

111

0.9120.9120.912

279.10 69.77 D


ESTADO ACTUAL

Page 14 of 46



Date 11:27:41 12/29/10




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 0.344 2.445 0.63 1 1 0.912T3

52.000-50.000 4.46 314.16 A

B C D

0.324 0.324 0.324 0.324

2.5072.5072.5072.507

0.6240.6240.6240.624

1111

1111

0.8690.8690.8690.869

268.32 134.16 D

T4 50.000-45.000

5.37 818.07 A B C D

0.169 0.169 0.169 0.169

3.1173.1173.1173.117

0.5850.5850.5850.585

1111

1111

1.6761.6761.6761.676

630.75 126.15 D

T5 45.000-40.000

5.37 698.48 A B C D

0.169 0.169 0.169 0.169

3.1153.1153.1153.115

0.5850.5850.5850.585

1111

1111

1.6801.6801.6801.680

611.96 122.39 D

T6 40.000-35.000

5.37 698.48 A B C D

0.169 0.169 0.169 0.169

3.1153.1153.1153.115

0.5850.5850.5850.585

1111

1111

1.6801.6801.6801.680

590.46 118.09 D

T7 35.000-30.000

6.26 698.48 A B C D

0.17 0.17 0.17 0.17

3.1143.1143.1143.114

0.5850.5850.5850.585

1111

1111

1.6831.6831.6831.683

567.57 113.51 D

T8 30.000-25.000

6.26 755.66 A B C D

0.206 0.206 0.206 0.206

2.9552.9552.9552.955

0.5920.5920.5920.592

1111

1111

2.3012.3012.3012.301

702.01 140.40 D

T9 25.000-20.000

7.16 846.07 A B C D

0.179 0.179 0.179 0.179

3.0733.0733.0733.073

0.5860.5860.5860.586

1111

1111

2.4252.4252.4252.425

726.70 145.34 D

T10 20.000-14.000

7.16 1266.51 A B C D

0.142 0.142 0.142 0.142

3.2453.2453.2453.245

0.580.580.580.58

1111

1111

2.7502.7502.7502.750

803.22 133.87 D

T11 14.000-8.000

7.16 1655.88 A B C D

0.129 0.129 0.129 0.129

3.3043.3043.3043.304

0.5790.5790.5790.579

1111

1111

2.9562.9562.9562.956

776.48 129.41 D

T12 8.000-5.000

7.16 968.81 A B C D

0.169 0.169 0.169 0.169

3.1183.1183.1183.118

0.5850.5850.5850.585

1111

1111

2.2602.2602.2602.260

545.85 181.95 D

T13 5.000-0.000

7.16 1437.44 A B C D

0.112 0.112 0.112 0.112

3.3913.3913.3913.391

0.5760.5760.5760.576

1111

1111

3.0313.0313.0313.031

796.27 159.25 D

Sum Weight: 76.12 10767.77 OTM 205500 kg-m

7588.30

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 60.000-56.000

3.62 272.42 A B

0.354 0.354

2.4132.413

0.6340.634

1.21.2

1.21.2

1.1271.127

347.52 86.88 D


ESTADO ACTUAL

Page 15 of 46



Date 11:27:41 12/29/10




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

0.354 0.354

2.4132.413

0.6340.634

1.21.2

1.21.2

1.1271.127

T2 56.000-52.000

3.62 261.19 A B C D

0.344 0.344 0.344 0.344

2.4452.4452.4452.445

0.630.630.630.63

1.21.21.21.2

1.21.21.21.2

1.0941.0941.0941.094

334.91 83.73 D

T3 52.000-50.000

4.46 314.16 A B C D

0.324 0.324 0.324 0.324

2.5072.5072.5072.507

0.6240.6240.6240.624

1.21.21.21.2

1.21.21.21.2

1.0421.0421.0421.042

321.99 160.99 D

T4 50.000-45.000

5.37 818.07 A B C D

0.169 0.169 0.169 0.169

3.1173.1173.1173.117

0.5850.5850.5850.585

1.1271.1271.1271.127

1.1271.1271.1271.127

1.8891.8891.8891.889

710.76 142.15 D

T5 45.000-40.000

5.37 698.48 A B C D

0.169 0.169 0.169 0.169

3.1153.1153.1153.115

0.5850.5850.5850.585

1.1271.1271.1271.127

1.1271.1271.1271.127

1.8931.8931.8931.893

689.75 137.95 D

T6 40.000-35.000

5.37 698.48 A B C D

0.169 0.169 0.169 0.169

3.1153.1153.1153.115

0.5850.5850.5850.585

1.1271.1271.1271.127

1.1271.1271.1271.127

1.8931.8931.8931.893

665.52 133.10 D

T7 35.000-30.000

6.26 698.48 A B C D

0.17 0.17 0.17 0.17

3.1143.1143.1143.114

0.5850.5850.5850.585

1.1271.1271.1271.127

1.1271.1271.1271.127

1.8971.8971.8971.897

639.84 127.97 D

T8 30.000-25.000

6.26 755.66 A B C D

0.206 0.206 0.206 0.206

2.9552.9552.9552.955

0.5920.5920.5920.592

1.1541.1541.1541.154

1.1541.1541.1541.154

2.6562.6562.6562.656

810.42 162.08 D

T9 25.000-20.000

7.16 846.07 A B C D

0.179 0.179 0.179 0.179

3.0733.0733.0733.073

0.5860.5860.5860.586

1.1341.1341.1341.134

1.1341.1341.1341.134

2.7502.7502.7502.750

824.15 164.83 D

T10 20.000-14.000

7.16 1266.51 A B C D

0.142 0.142 0.142 0.142

3.2453.2453.2453.245

0.580.580.580.58

1.1061.1061.1061.106

1.1061.1061.1061.106

3.0423.0423.0423.042

888.49 148.08 D

T11 14.000-8.000

7.16 1655.88 A B C D

0.129 0.129 0.129 0.129

3.3043.3043.3043.304

0.5790.5790.5790.579

1.0971.0971.0971.097

1.0971.0971.0971.097

3.2433.2433.2433.243

851.73 141.96 D

T12 8.000-5.000

7.16 968.81 A B C D

0.169 0.169 0.169 0.169

3.1183.1183.1183.118

0.5850.5850.5850.585

1.1271.1271.1271.127

1.1271.1271.1271.127

2.5462.5462.5462.546

614.96 204.99 D

T13 5.000-0.000

7.16 1437.44 A B C D

0.112 0.112 0.112 0.112

3.3913.3913.3913.391

0.5760.5760.5760.576

1.0841.0841.0841.084

1.0841.0841.0841.084

3.2853.2853.2853.285

862.98 172.60 D


8563.02

Tower Forces - Service - Wind Normal To Face


ESTADO ACTUAL

Page 16 of 46



Date 11:27:41 12/29/10




Section Elevation

m

Add Weight

kg

Self Weight

kg

F a c e

e CF

RR DF

DR

AE

m2

F

kg

w

kglm

Ctrl. Face

T1 60.000-56.000

3.62 272.42 A B C D

0.354 0.354 0.354 0.354

2.4132.4132.4132.413

0.6340.6340.6340.634

1111

1111

0.9390.9390.9390.939

72.40 18.10 D

T2 56.000-52.000

3.62 261.19 A B C D

0.344 0.344 0.344 0.344

2.4452.4452.4452.445

0.630.630.630.63

1111

1111

0.9120.9120.9120.912

69.77 17.44 D

T3 52.000-50.000

4.46 314.16 A B C D

0.324 0.324 0.324 0.324

2.5072.5072.5072.507

0.6240.6240.6240.624

1111

1111

0.8690.8690.8690.869

67.08 33.54 D

T4 50.000-45.000

5.37 818.07 A B C D

0.169 0.169 0.169 0.169

3.1173.1173.1173.117

0.5850.5850.5850.585

1111

1111

1.6761.6761.6761.676

157.69 31.54 D

T5 45.000-40.000

5.37 698.48 A B C D

0.169 0.169 0.169 0.169

3.1153.1153.1153.115

0.5850.5850.5850.585

1111

1111

1.6801.6801.6801.680

152.99 30.60 D

T6 40.000-35.000

5.37 698.48 A B C D

0.169 0.169 0.169 0.169

3.1153.1153.1153.115

0.5850.5850.5850.585

1111

1111

1.6801.6801.6801.680

147.62 29.52 D

T7 35.000-30.000

6.26 698.48 A B C D

0.17 0.17 0.17 0.17

3.1143.1143.1143.114

0.5850.5850.5850.585

1111

1111

1.6831.6831.6831.683

141.89 28.38 D

T8 30.000-25.000

6.26 755.66 A B C D

0.206 0.206 0.206 0.206

2.9552.9552.9552.955

0.5920.5920.5920.592

1111

1111

2.3012.3012.3012.301

175.50 35.10 D

T9 25.000-20.000

7.16 846.07 A B C D

0.179 0.179 0.179 0.179

3.0733.0733.0733.073

0.5860.5860.5860.586

1111

1111

2.4252.4252.4252.425

181.67 36.33 D

T10 20.000-14.000

7.16 1266.51 A B C D

0.142 0.142 0.142 0.142

3.2453.2453.2453.245

0.580.580.580.58

1111

1111

2.7502.7502.7502.750

200.81 33.47 D

T11 14.000-8.000

7.16 1655.88 A B C D

0.129 0.129 0.129 0.129

3.3043.3043.3043.304

0.5790.5790.5790.579

1111

1111

2.9562.9562.9562.956

194.12 32.35 D

T12 8.000-5.000

7.16 968.81 A B C D

0.169 0.169 0.169 0.169

3.1183.1183.1183.118

0.5850.5850.5850.585

1111

1111

2.2602.2602.2602.260

136.46 45.49 D

T13 5.000-0.000

7.16 1437.44 A B C D

0.112 0.112 0.112 0.112

3.3913.3913.3913.391

0.5760.5760.5760.576

1111

1111

3.0313.0313.0313.031

199.07 39.81 D


1897.07

Tower Forces - Service - Wind 45 To Face


ESTADO ACTUAL

Page 17 of 46



Date 11:27:41 12/29/10




Section

Elevation

m

Add Weight

kg

Self Weight

kg

F a c e

e CF

RR DF

DR

AE

m2

F

kg

w

kglm

Ctrl. Face

T1 60.000-56.000

3.62 272.42 A B C D

0.354 0.354 0.354 0.354

2.4132.4132.4132.413

0.6340.6340.6340.634

1.21.21.21.2

1.21.21.21.2

1.1271.1271.1271.127

86.88 21.72 D

T2 56.000-52.000

3.62 261.19 A B C D

0.344 0.344 0.344 0.344

2.4452.4452.4452.445

0.630.630.630.63

1.21.21.21.2

1.21.21.21.2

1.0941.0941.0941.094

83.73 20.93 D

T3 52.000-50.000

4.46 314.16 A B C D

0.324 0.324 0.324 0.324

2.5072.5072.5072.507

0.6240.6240.6240.624

1.21.21.21.2

1.21.21.21.2

1.0421.0421.0421.042

80.50 40.25 D

T4 50.000-45.000

5.37 818.07 A B C D

0.169 0.169 0.169 0.169

3.1173.1173.1173.117

0.5850.5850.5850.585

1.1271.1271.1271.127

1.1271.1271.1271.127

1.8891.8891.8891.889

177.69 35.54 D

T5 45.000-40.000

5.37 698.48 A B C D

0.169 0.169 0.169 0.169

3.1153.1153.1153.115

0.5850.5850.5850.585

1.1271.1271.1271.127

1.1271.1271.1271.127

1.8931.8931.8931.893

172.44 34.49 D

T6 40.000-35.000

5.37 698.48 A B C D

0.169 0.169 0.169 0.169

3.1153.1153.1153.115

0.5850.5850.5850.585

1.1271.1271.1271.127

1.1271.1271.1271.127

1.8931.8931.8931.893

166.38 33.28 D

T7 35.000-30.000

6.26 698.48 A B C D

0.17 0.17 0.17 0.17

3.1143.1143.1143.114

0.5850.5850.5850.585

1.1271.1271.1271.127

1.1271.1271.1271.127

1.8971.8971.8971.897

159.96 31.99 D

T8 30.000-25.000

6.26 755.66 A B C D

0.206 0.206 0.206 0.206

2.9552.9552.9552.955

0.5920.5920.5920.592

1.1541.1541.1541.154

1.1541.1541.1541.154

2.6562.6562.6562.656

202.61 40.52 D

T9 25.000-20.000

7.16 846.07 A B C D

0.179 0.179 0.179 0.179

3.0733.0733.0733.073

0.5860.5860.5860.586

1.1341.1341.1341.134

1.1341.1341.1341.134

2.7502.7502.7502.750

206.04 41.21 D

T10 20.000-14.000

7.16 1266.51 A B C D

0.142 0.142 0.142 0.142

3.2453.2453.2453.245

0.580.580.580.58

1.1061.1061.1061.106

1.1061.1061.1061.106

3.0423.0423.0423.042

222.12 37.02 D

T11 14.000-8.000

7.16 1655.88 A B C D

0.129 0.129 0.129 0.129

3.3043.3043.3043.304

0.5790.5790.5790.579

1.0971.0971.0971.097

1.0971.0971.0971.097

3.2433.2433.2433.243

212.93 35.49 D

T12 8.000-5.000

7.16 968.81 A B C D

0.169 0.169 0.169 0.169

3.1183.1183.1183.118

0.5850.5850.5850.585

1.1271.1271.1271.127

1.1271.1271.1271.127

2.5462.5462.5462.546

153.74 51.25 D

T13 5.000-0.000

7.16 1437.44 A B C D

0.112 0.112 0.112 0.112

3.3913.3913.3913.391

0.5760.5760.5760.576

1.0841.0841.0841.084

1.0841.0841.0841.084

3.2853.2853.2853.285

215.75 43.15 D


2140.75


ESTADO ACTUAL

Page 18 of 46



Date 11:27:41 12/29/10




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 4183.67 Bracing Weight 6507.97 Total Member Self-Weight 10691.65 215 1204 Gusset Weight 76.12 Total Weight 13777.97 215 1204 Wind 0 deg - No Ice 325.61 -12600.67 -402942 -12122 -1205Wind 45 deg - No Ice 9712.67 -9767.65 -315661 -297744 -350Wind 90 deg - No Ice 12588.74 26.06 -6699 -386222 395Wind 180 deg - No Ice 472.10 12130.22 386117 -6264 1121Total Weight 13777.97 215 1204 Wind 0 deg - Service 81.40 -3150.17 -100574 -2128 -301Wind 45 deg - Service 2428.17 -2441.91 -78754 -73533 -87Wind 90 deg - Service 3147.18 6.51 -1513 -95652 99Wind 180 deg - Service 118.02 3032.55 96690 -663 280

Load Combinations Comb.

No. Description

1 Dead Only 2 Dead+Wind 0 deg - No Ice 3 Dead+Wind 45 deg - No Ice 4 Dead+Wind 90 deg - No Ice 5 Dead+Wind 180 deg - No Ice 6 Dead+Wind 0 deg - Service 7 Dead+Wind 45 deg - Service 8 Dead+Wind 90 deg - Service 9 Dead+Wind 180 deg - Service

Maximum Member Forces Section

No. Elevation

m Component

Type Condition Gov.

Load Comb.

Force

kg

Major Axis Moment

kg-m

Minor Axis Moment

kg-m T1 60 - 56 Leg Max Tension 3 4851.32 6 -1

Max. Compression 3 -5226.41 0 -5 Max. Mx 2 2526.70 12 -3 Max. My 5 3103.25 -4 13 Max. Vy 5 -150.48 0 0 Max. Vx 2 -172.59 0 0 Diagonal Max Tension 5 1095.67 0 0 Max. Compression 2 -1098.14 0 0 Max. Mx 2 396.24 0 0 Max. My 5 7.76 0 0 Max. Vy 2 1.44 0 0 Max. Vx 5 -0.02 0 0 Top Girt Max Tension 5 152.23 0 0 Max. Compression 2 -133.35 0 0 Max. Mx 6 0.52 0 0 Max. My 3 107.98 0 0


ESTADO ACTUAL

Page 19 of 46



Date 11:27:41 12/29/10




Section No.

Elevation m

Component Type

Condition Gov. Load

Comb.

Force

kg

Major Axis Moment

kg-m

Minor Axis Moment

kg-m Max. Vy 6 1.40 0 0 Max. Vx 3 -0.00 0 0

T2 56 - 52 Leg Max Tension 3 14324.15 -4 10 Max. Compression 3 -14712.75 -30 -29 Max. Mx 5 -10082.88 34 -23 Max. My 3 -14712.75 -30 -29 Max. Vy 5 114.96 -23 -24 Max. Vx 5 -41.27 -5 16 Diagonal Max Tension 2 1597.63 0 0 Max. Compression 2 -1635.55 0 0 Max. Mx 2 1192.44 0 0 Max. My 5 -63.44 0 0 Max. Vy 2 1.43 0 0 Max. Vx 5 -0.02 0 0

T3 52 - 50 Leg Max Tension 3 4854.80 -5 -6 Max. Compression 3 -17053.18 -1 -3 Max. Mx 3 -17032.42 -30 -29 Max. My 3 -17032.42 -30 -29 Max. Vy 2 41.71 23 24 Max. Vx 3 38.42 27 27 Diagonal Max Tension 3 7675.07 0 0 Horizontal Max Tension 1 0.00 0 0 Max. Compression 2 -5666.37 0 0 Max. Mx 5 -5663.88 -1 0 Max. My 2 -5666.37 0 0 Max. Vy 5 3.61 0 0 Max. Vx 2 -1.19 0 0 Top Girt Max Tension 1 0.00 0 0 Max. Compression 3 -3837.20 0 0 Max. Mx 5 -971.84 0 0 Max. My 2 -929.32 0 0 Max. Vy 5 1.33 0 0 Max. Vx 2 -0.44 0 0 Inner Bracing Max Tension 3 81.40 0 0 Max. Compression 3 -1644.99 0 0 Max. Mx 1 48.66 0 0 Max. My 5 77.70 0 0 Max. Vy 1 -1.34 0 0 Max. Vx 5 0.00 0 0

T4 50 - 45 Leg Max Tension 3 10199.58 -7 -9 Max. Compression 3 -11284.57 6 6 Max. Mx 3 -1076.51 29 -25 Max. My 3 -167.94 -26 28 Max. Vy 3 -39.03 29 -25 Max. Vx 3 -37.75 -26 28 Diagonal Max Tension 2 1387.80 0 0 Max. Compression 2 -1353.34 0 0 Max. Mx 2 1135.86 -1 0 Max. My 2 -132.75 0 0 Max. Vy 2 2.26 0 0 Max. Vx 2 0.05 0 0 Horizontal Max Tension 3 53.65 -1 0 Max. Compression 3 -55.55 0 0 Max. Mx 5 44.42 2 0 Max. My 2 44.32 2 0 Max. Vy 5 -4.43 2 0 Max. Vx 2 -0.11 2 0 Top Girt Max Tension 2 166.19 0 0 Max. Compression 2 -3172.93 0 0 Max. Mx 1 -1498.98 6 0 Max. My 5 -1494.06 0 0


ESTADO ACTUAL

Page 20 of 46



Date 11:27:41 12/29/10




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 -11.54 0 0 Max. Vx 5 0.00 0 0 Inner Bracing Max Tension 2 67.31 0 0 Max. Compression 3 -407.05 0 0 Max. Mx 1 31.80 3 0 Max. My 4 0.30 0 0 Max. Vy 1 -4.21 0 0 Max. Vx 4 0.06 0 0

T5 45 - 40 Leg Max Tension 3 16525.59 -14 -18 Max. Compression 3 -18424.19 10 10 Max. Mx 3 -1410.99 50 -45 Max. My 3 -142.44 -46 48 Max. Vy 3 -59.04 50 -45 Max. Vx 3 -57.38 -46 48 Diagonal Max Tension 2 1641.69 0 0 Max. Compression 2 -1684.52 0 0 Max. Mx 2 1474.08 -1 0 Max. My 2 89.39 0 0 Max. Vy 2 2.25 0 0 Max. Vx 2 0.05 0 0 Horizontal Max Tension 5 74.26 3 0 Max. Compression 3 -86.18 -1 0 Max. Mx 5 74.26 3 0 Max. My 5 -23.93 1 -1 Max. Vy 5 -5.58 3 0 Max. Vx 5 0.90 1 -1 Top Girt Max Tension 2 26.63 0 0 Max. Compression 2 -86.71 0 0 Max. Mx 1 -19.04 -2 0 Max. My 5 -18.99 0 0 Max. Vy 1 4.39 0 0 Max. Vx 5 -0.00 0 0

T6 40 - 35 Leg Max Tension 3 24105.64 -21 -27 Max. Compression 3 -26790.93 15 15 Max. Mx 3 -2141.22 73 -66 Max. My 3 -108.74 -68 71 Max. Vy 3 -83.28 73 -66 Max. Vx 2 -82.34 -8 -32 Diagonal Max Tension 2 1919.55 0 0 Max. Compression 2 -1968.63 0 0 Max. Mx 2 1760.91 -1 0 Max. My 2 80.21 0 0 Max. Vy 2 2.25 0 0 Max. Vx 2 0.04 0 0 Horizontal Max Tension 5 100.23 0 0 Max. Compression 3 -125.60 -2 0 Max. Mx 5 97.77 5 0 Max. My 5 -25.33 1 -2 Max. Vy 5 6.91 5 0 Max. Vx 5 1.56 0 0 Top Girt Max Tension 5 35.40 0 0 Max. Compression 5 -78.44 0 0 Max. Mx 1 3.11 -2 0 Max. My 5 2.63 0 0 Max. Vy 1 4.39 0 0 Max. Vx 5 -0.00 0 0

T7 35 - 30 Leg Max Tension 3 34196.00 -8 -34 Max. Compression 3 -36860.87 63 61 Max. Mx 3 -2658.72 104 -111 Max. My 3 193.88 -97 118 Max. Vy 3 311.32 -82 -65


ESTADO ACTUAL

Page 21 of 46



Date 11:27:41 12/29/10




Section No.

Elevation m

Component Type

Condition Gov. Load

Comb.

Force

kg

Major Axis Moment

kg-m

Minor Axis Moment

kg-m Max. Vx 2 237.44 -39 -53 Diagonal Max Tension 2 3006.52 0 0 Max. Compression 2 -3049.45 0 0 Max. Mx 2 2199.52 -1 0 Max. My 2 -36.14 0 0 Max. Vy 2 2.24 0 0 Max. Vx 2 0.04 0 0 Horizontal Max Tension 3 350.49 4 -1 Max. Compression 3 -476.69 -2 -1 Max. Mx 5 111.93 5 0 Max. My 2 -340.68 1 -2 Max. Vy 5 7.78 5 0 Max. Vx 2 2.41 1 -2 Top Girt Max Tension 2 108.10 0 0 Max. Compression 2 -186.64 0 0 Max. Mx 1 2.46 -2 0 Max. My 5 2.44 0 0 Max. Vy 1 4.39 0 0 Max. Vx 5 -0.00 0 0

T8 30 - 25 Leg Max Tension 3 29866.78 -56 -53 Max. Compression 3 -31754.40 57 48 Max. Mx 3 -31464.22 112 100 Max. My 2 -21836.43 -31 -102 Max. Vy 4 273.57 -97 -31 Max. Vx 3 312.33 -102 -98 Diagonal Max Tension 5 7434.94 9 -8 Max. Compression 2 -8426.88 0 0 Max. Mx 3 -4148.49 25 18 Max. My 3 -7778.15 -17 58 Max. Vy 3 -20.08 25 18 Max. Vx 3 41.90 0 0 Horizontal Max Tension 3 208.31 2 0 Max. Compression 3 -347.05 2 0 Max. Mx 2 3.41 2 0 Max. My 4 -40.95 2 0 Max. Vy 2 4.22 2 0 Max. Vx 4 0.44 2 0 Top Girt Max Tension 2 1780.79 0 0 Max. Compression 2 -1725.63 0 0 Max. Mx 1 43.14 -2 0 Max. My 5 33.11 0 0 Max. Vy 1 4.39 0 0 Max. Vx 5 -0.21 0 0 Redund Horz 1

Bracing Max Tension 3 476.86 0 0

Max. Compression 3 -512.24 0 0 Max. Mx 1 20.17 0 0 Max. My 3 476.86 0 0 Max. Vy 1 0.62 0 0 Max. Vx 3 -0.03 0 0 Redund Diag 1


Max. Compression 3 -608.37 0 0 Max. Mx 2 401.43 0 0 Max. My 2 227.77 0 0 Max. Vy 2 0.95 0 0 Max. Vx 2 0.12 0 0 Redund Hip 1


Max. Compression 3 -65.34 0 0 Max. Mx 1 -0.18 0 0


ESTADO ACTUAL

Page 22 of 46



Date 11:27:41 12/29/10




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 -3.08 0 0 Max. Vy 1 1.03 0 0 Max. Vx 2 0.00 0 0 Inner Bracing Max Tension 3 122.90 0 0 Max. Compression 3 -96.55 0 0 Max. Mx 1 48.12 6 0 Max. My 4 37.15 0 0 Max. Vy 1 -8.14 0 0 Max. Vx 4 0.07 0 0

T9 25 - 20 Leg Max Tension 3 36392.22 -47 -41 Max. Compression 3 -38920.50 107 92 Max. Mx 3 -38582.04 112 100 Max. My 2 -26210.09 -25 -113 Max. Vy 4 -242.56 -109 -25 Max. Vx 3 -285.54 -109 -108 Diagonal Max Tension 3 6187.93 15 -12 Max. Compression 2 -6682.47 0 0 Max. Mx 3 -3216.80 20 16 Max. My 3 -6659.87 -15 25 Max. Vy 3 -16.29 20 16 Max. Vx 3 17.31 0 0 Horizontal Max Tension 3 206.35 1 0 Max. Compression 3 -347.18 1 0 Max. Mx 2 -39.77 2 0 Max. My 3 -249.06 1 0 Max. Vy 2 4.19 2 0 Max. Vx 4 0.35 2 0 Top Girt Max Tension 2 5829.14 0 0 Max. Compression 2 -5416.89 0 0 Max. Mx 1 190.57 -3 0 Max. My 5 143.52 0 0 Max. Vy 1 5.46 0 0 Max. Vx 5 -0.26 0 0 Redund Horz 1


Max. Compression 3 -584.47 0 0 Max. Mx 1 24.79 0 0 Max. My 2 -339.96 0 0 Max. Vy 1 0.75 0 0 Max. Vx 2 -0.04 0 0 Redund Diag 1




Max. Compression 3 -46.85 0 0 Max. Mx 1 -0.25 0 0 Max. My 2 -23.42 0 0 Max. Vy 1 1.25 0 0 Max. Vx 2 -0.00 0 0 Inner Bracing Max Tension 3 206.26 0 0 Max. Compression 2 -114.91 0 0 Max. Mx 1 172.11 7 0 Max. My 4 22.63 0 0 Max. Vy 1 -7.74 0 0 Max. Vx 4 0.05 0 0

T10 20 - 14 Leg Max Tension 3 39256.76 -87 -88


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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 -41309.35 98 93 Max. Mx 3 -41024.85 107 92 Max. My 2 -27508.96 -28 -105 Max. Vy 5 213.69 -105 -19 Max. Vx 5 208.12 -48 -102 Diagonal Max Tension 3 7876.48 -12 18 Max. Compression 2 -8760.00 0 0 Max. Mx 3 -4738.63 -16 -23 Max. My 3 -8179.13 10 -31 Max. Vy 3 12.82 -16 -23 Max. Vx 3 -18.27 0 0 Horizontal Max Tension 3 80.73 2 0 Max. Compression 3 -261.46 2 0 Max. Mx 2 -56.63 2 0 Max. My 5 -90.47 2 0 Max. Vy 2 4.70 2 0 Max. Vx 5 0.31 2 0 Top Girt Max Tension 2 6527.50 0 0 Max. Compression 2 -6041.41 0 0 Max. Mx 5 6284.83 -5 0 Max. My 2 388.14 0 0 Max. Vy 5 6.54 0 0 Max. Vx 2 -0.31 0 0 Redund Horz 1




Max. Compression 3 -676.38 0 0 Max. Mx 2 327.97 -1 0 Max. My 2 206.33 0 0 Max. Vy 2 1.34 0 0 Max. Vx 2 0.14 0 0 Redund Hip 1


Max. Compression 3 -57.41 0 0 Max. Mx 1 -0.84 0 0 Max. My 2 3.04 0 0 Max. Vy 1 1.50 0 0 Max. Vx 2 0.00 0 0 Inner Bracing Max Tension 3 283.56 0 0 Max. Compression 2 -128.16 0 0 Max. Mx 1 209.43 9 0 Max. My 4 29.68 0 0 Max. Vy 1 -9.26 0 0 Max. Vx 4 0.04 0 0

T11 14 - 8 Leg Max Tension 3 45131.91 -87 -81 Max. Compression 3 -46088.80 3 112 Max. Mx 3 -45685.09 98 93 Max. My 3 -46088.80 3 112 Max. Vy 3 162.98 -93 -86 Max. Vx 3 -155.23 82 86 Diagonal Max Tension 2 7494.20 -8 -9 Max. Compression 3 -9302.38 0 0 Max. Mx 3 -5152.19 -15 -21 Max. My 2 -7731.80 -10 22 Max. Vy 3 13.72 -15 -21


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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 13.40 0 0 Horizontal Max Tension 3 65.56 2 0 Max. Compression 3 -228.48 2 0 Max. Mx 3 -63.41 2 0 Max. My 2 -63.29 2 0 Max. Vy 3 5.43 2 0 Max. Vx 2 0.31 2 0 Top Girt Max Tension 2 7967.97 0 0 Max. Compression 2 -7263.17 0 0 Max. Mx 1 298.73 -9 0 Max. My 2 569.82 0 0 Max. Vy 1 9.89 0 0 Max. Vx 2 -0.47 0 0 Redund Horz 1






Max. Compression 3 -45.16 0 0 Max. Mx 1 -1.27 -1 0 Max. My 3 -2.06 0 0 Max. Vy 1 2.03 0 0 Max. Vx 3 -0.00 0 0 Inner Bracing Max Tension 3 714.64 0 0 Max. Compression 3 -695.27 0 0 Max. Mx 1 229.36 14 0 Max. My 4 21.88 0 0 Max. Vy 1 -11.10 0 0 Max. Vx 4 0.03 0 0

T12 8 - 5 Leg Max Tension 3 47873.24 -9 -10 Max. Compression 3 -56415.62 26 28 Max. Mx 4 -30890.86 -79 -35 Max. My 3 -55798.73 -64 -152 Max. Vy 4 199.81 -79 -35 Max. Vx 3 348.23 -64 -152 Diagonal Max Tension 3 34061.99 0 0 Max. Compression 4 -6484.69 6 5 Max. Mx 3 9471.49 -185 214 Max. My 3 -3246.64 -96 338 Max. Vy 3 252.23 43 68 Max. Vx 3 -255.66 -39 232 Top Girt Max Tension 4 5254.51 0 0 Max. Compression 2 -5307.57 0 0 Max. Mx 1 382.38 -15 0 Max. My 3 -2839.70 0 2 Max. Vy 1 15.11 0 0 Max. Vx 3 -1.82 0 0 Redund Horz 1


Max. Compression 3 -852.27 0 0


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Section No.

Elevation m

Component Type

Condition Gov. Load

Comb.

Force

kg

Major Axis Moment

kg-m

Minor Axis Moment

kg-m Max. Mx 3 852.27 0 0 Max. My 4 473.37 0 0 Max. Vy 3 1.34 0 0 Max. Vx 4 -0.16 0 0 Redund Horz 2


Max. Compression 3 -852.27 0 0 Max. Mx 2 555.71 -1 0 Max. My 4 473.37 0 0 Max. Vy 2 2.68 0 0 Max. Vx 4 -0.32 0 0 Redund Horz 3


Max. Compression 3 -852.27 0 0 Max. Mx 3 852.27 -2 0 Max. My 4 473.37 0 0 Max. Vy 3 4.01 0 0 Max. Vx 4 -0.48 0 0 Redund Diag 1




Max. Compression 3 -532.25 0 0 Max. Mx 4 51.41 -1 0 Max. My 3 532.25 0 0 Max. Vy 4 2.88 0 0 Max. Vx 3 0.51 0 0 Redund Diag 3




Max. Compression 3 -44.17 0 0 Max. Mx 1 -0.13 0 0 Max. My 3 -44.10 0 0 Max. Vy 1 1.91 0 0 Max. Vx 3 0.00 0 0 Redund Hip 2


Max. Compression 4 -173.23 0 0 Max. Mx 1 -6.09 -2 0 Max. My 3 20.55 0 0 Max. Vy 1 3.81 0 0 Max. Vx 3 0.00 0 0

T13 5 - 0 Leg Max Tension 3 47572.30 -18 -20 Max. Compression 3 -56973.39 0 0 Max. Mx 2 -37139.40 -96 -11 Max. My 5 -34486.09 -6 -92 Max. Vy 2 -65.67 -96 -11 Max. Vx 5 -63.42 -6 -92 Diagonal Max Tension 2 6531.09 9 6 Max. Compression 4 -6157.23 -8 28


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Section No.

Elevation m

Component Type

Condition Gov. Load

Comb.

Force

kg

Major Axis Moment

kg-m

Minor Axis Moment

kg-m Max. Mx 3 -321.56 -43 37 Max. My 4 -5872.76 10 -58 Max. Vy 3 26.77 0 1 Max. Vx 4 -30.95 0 0 Top Girt Max Tension 3 23.28 -1 0 Max. Compression 4 -196.85 0 0 Max. Mx 3 -9.32 20 -3 Max. My 3 -81.65 20 -9 Max. Vy 3 19.28 20 -3 Max. Vx 3 5.52 20 -9 Redund Horz 1


Max. Compression 3 -860.71 0 0 Max. Mx 4 523.86 0 0 Max. My 3 860.71 0 0 Max. Vy 4 -0.90 0 0 Max. Vx 3 0.11 0 0 Redund Horz 2


Max. Compression 3 -860.71 0 0 Max. Mx 5 521.63 -1 0 Max. My 3 -231.61 0 0 Max. Vy 5 2.10 0 0 Max. Vx 3 -0.25 0 0 Redund Diag 1






Max. Compression 3 -45.22 0 0 Max. Mx 1 -3.45 -1 0 Max. My 4 -23.89 0 0 Max. Vy 1 2.54 0 0 Max. Vx 4 0.00 0 0 Redund Hip 2


Max. Compression 4 -57.59 0 0 Max. Mx 1 -6.28 -3 0 Max. My 4 -57.58 0 0 Max. Vy 1 5.08 0 0 Max. Vx 4 0.00 0 0 Inner Bracing Max Tension 3 241.83 0 0 Max. Compression 3 -250.50 0 0 Max. Mx 1 0.42 -13 0 Max. My 2 3.59 0 0 Max. Vy 1 10.78 0 0 Max. Vx 2 -0.30 0 0


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Date 11:27:41 12/29/10




Maximum Reactions

Location Condition Gov. Load

Comb.

Vertical kg

Horizontal, X kg

Horizontal, Z kg

Leg D Max. Vert 5 35484.74 6465.58 -3399.04 Max. Hx 5 35484.74 6465.58 -3399.04 Max. Hz 3 -47462.74 -6119.21 5827.50 Min. Vert 3 -47462.74 -6119.21 5827.50 Min. Hx 2 -31276.49 -6168.78 2971.08 Min. Hz 5 35484.74 6465.58 -3399.04

Leg C Max. Vert 5 36422.55 -6758.52 -3442.39 Max. Hx 2 -29686.82 6201.32 2706.82 Max. Hz 2 -29686.82 6201.32 2706.82 Min. Vert 2 -29686.82 6201.32 2706.82 Min. Hx 5 36422.55 -6758.52 -3442.39 Min. Hz 4 34972.24 -3670.45 -6729.65

Leg B Max. Vert 3 55844.94 -7127.61 6723.27 Max. Hx 5 -28485.13 5820.40 -2488.88 Max. Hz 4 36929.55 -3622.23 6884.46 Min. Vert 5 -28485.13 5820.40 -2488.88 Min. Hx 3 55844.94 -7127.61 6723.27 Min. Hz 5 -28485.13 5820.40 -2488.88

Leg A Max. Vert 2 36131.82 6553.26 3338.43 Max. Hx 2 36131.82 6553.26 3338.43 Max. Hz 2 36131.82 6553.26 3338.43 Min. Vert 5 -29644.20 -5999.82 -2799.73 Min. Hx 5 -29644.20 -5999.82 -2799.73 Min. Hz 4 -28909.36 -2775.10 -6002.50

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 13777.97 0.32 -0.12 213 1200 0Dead+Wind 0 deg - No Ice 13777.96 325.25 -12600.46 -405078 -12141 -1221Dead+Wind 45 deg - No Ice 13777.87 9696.40 -9784.85 -317549 -299198 -390Dead+Wind 90 deg - No Ice 13777.96 12588.01 26.32 -6753 -388126 385Dead+Wind 180 deg - No Ice 13777.96 472.35 12130.04 388159 -6259 1137Dead+Wind 0 deg - Service 13777.97 81.40 -3149.86 -101092 -2131 -306Dead+Wind 45 deg - Service 13777.97 2427.95 -2441.67 -79164 -73884 -90Dead+Wind 90 deg - Service 13777.97 3146.90 6.52 -1523 -96109 99Dead+Wind 180 deg - Service 13777.97 118.03 3032.25 97193 -650 285

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 -13777.97 -0.00 -0.32 13777.97 0.12 0.003% 2 325.61 -13777.97 -12600.67 -325.25 13777.96 12600.46 0.002% 3 9712.67 -13777.97 -9767.65 -9696.40 13777.87 9784.85 0.122% 4 12588.74 -13777.97 26.06 -12588.01 13777.96 -26.32 0.004% 5 472.10 -13777.97 12130.22 -472.35 13777.96 -12130.04 0.002%


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Load

Comb.


kg PY kg

PZ kg

PX kg

PY kg

PZ kg

6 81.40 -13777.97 -3150.17 -81.40 13777.97 3149.86 0.002% 7 2428.17 -13777.97 -2441.91 -2427.95 13777.97 2441.67 0.002% 8 3147.18 -13777.97 6.51 -3146.90 13777.97 -6.52 0.002% 9 118.02 -13777.97 3032.55 -118.03 13777.97 -3032.25 0.002%

Non-Linear Convergence Results

Load Combination

Converged? Number of Cycles

Displacement Tolerance

Force Tolerance

1 Yes 6 0.00000001 0.00007629 2 Yes 46 0.00004924 0.00014513 3 No 200 0.02064293 0.00000000 4 Yes 42 0.00007703 0.00014311 5 Yes 70 0.00004951 0.00013920 6 Yes 16 0.00000001 0.00012074 7 Yes 16 0.00000001 0.00012023 8 Yes 16 0.00000001 0.00011770 9 Yes 16 0.00000001 0.00012119

Maximum Tower Deflections - Service Wind

Section No.

Elevation

m

Horz. Deflection

mm

Gov. Load

Comb.

Tilt °

Twist °

T1 60 - 56 206.20 7 0.4246 0.0301 T2 56 - 52 176.80 7 0.4072 0.0289 T3 52 - 50 150.08 7 0.3381 0.0106 T4 50 - 45 139.12 7 0.3117 0.0103 T5 45 - 40 112.10 7 0.2987 0.0101 T6 40 - 35 86.49 7 0.2770 0.0097 T7 35 - 30 63.12 7 0.2453 0.0092 T8 30 - 25 42.88 7 0.2009 0.0084 T9 25 - 20 27.19 7 0.1470 0.0054

T10 20 - 14 15.75 7 0.1031 0.0029 T11 14 - 8 6.56 7 0.0635 0.0014 T12 8 - 5 1.13 7 0.0341 0.0007 T13 5 - 0 0.40 7 0.0217 0.0004

Critical Deflections and Radius of Curvature - Service Wind

Elevation

m

Appurtenance Gov. Load

Comb.

Deflection

mm

Tilt °

Twist °

Radius of Curvature

m 61.500 ANTENA PANEL UHF 0.48x0.983 7 206.20 0.4246 0.0301 24439 60.000 ANTENA PANEL UHF 0.48x0.983 7 206.20 0.4246 0.0301 24439 59.500 ANTENA PANEL UHF 0.48x0.983 7 202.49 0.4243 0.0307 24439 59.000 ANTENA PANEL UHF 0.48x0.983 7 198.78 0.4238 0.0312 24439 58.500 ANTENA PANEL UHF 0.48x0.983 7 195.08 0.4230 0.0316 24439


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Elevation

m


Comb.

Deflection

mm

Tilt °

Twist °

Radius of Curvature

m 58.000 ANTENA PANEL UHF 0.48x0.983 7 191.40 0.4216 0.0318 18622 57.500 ANTENA PANEL UHF 0.48x0.983 7 187.72 0.4195 0.0317 14898 57.000 ANTENA PANEL UHF 0.48x0.983 7 184.06 0.4165 0.0312 12269 56.500 ANTENA PANEL UHF 0.48x0.983 7 180.42 0.4125 0.0303 9888 56.000 ANTENA PANEL UHF 0.48x0.983 7 176.80 0.4072 0.0289 7634 55.500 ANTENA PANEL UHF 0.48x0.983 7 173.21 0.4006 0.0269 5733 55.000 ANTENA PANEL UHF 0.48x0.983 7 169.67 0.3929 0.0245 4384 54.500 ANTENA PANEL UHF 0.48x0.983 7 166.18 0.3843 0.0218 3484 54.000 ANTENA PANEL UHF 0.48x0.983 7 162.75 0.3751 0.0190 2883 50.000 ANTENA PANEL FM KATHREIN 7 139.12 0.3117 0.0103 80700 49.000 ANTENA PANEL FM KATHREIN 7 133.74 0.3048 0.0107 22689 48.000 ANTENA PANEL FM KATHREIN 7 128.32 0.3014 0.0108 66979 47.000 ANTENA PANEL FM KATHREIN 7 122.88 0.3000 0.0106 54746 46.000 ANTENA PANEL FM KATHREIN 7 117.46 0.2996 0.0103 19611 45.000 ANTENA PANEL FM KATHREIN 7 112.10 0.2987 0.0101 13149 44.000 ANTENA PANEL FM KATHREIN 7 106.81 0.2964 0.0099 11865 43.000 ANTENA PANEL FM KATHREIN 7 101.60 0.2927 0.0098 11786 42.000 ANTENA PANEL FM KATHREIN 7 96.48 0.2881 0.0098 11755 41.800 (2) ANTENA PANEL FM

KATHREIN 7 95.47 0.2871 0.0098 11748

41.300 (2) ANTENA PANEL FM KATHREIN

7 92.95 0.2844 0.0098 11732


7 90.45 0.2816 0.0098 11693


7 87.97 0.2788 0.0097 11588


7 85.51 0.2759 0.0097 11377


7 83.07 0.2730 0.0097 11064


7 80.66 0.2701 0.0097 10703


7 78.27 0.2671 0.0096 10341


7 75.90 0.2640 0.0096 10001

35.000 6 FT DISH 7 63.12 0.2453 0.0092 8243 31.800 8 FT DISH 7 49.70 0.2186 0.0089 5673 31.500 8 FT DISH 7 48.52 0.2158 0.0088 5504 26.500 HP10-59W 7 31.41 0.1628 0.0064 5615 23.500 8 FT DISH 7 23.34 0.1324 0.0045 6168 19.000 8 FT DISH 7 13.92 0.0957 0.0026 7393 13.000 HP6-107G 7 5.36 0.0580 0.0012 10830 8.500 Andrew KP4/KP4F 7 1.38 0.0362 0.0008 5675

Maximum Tower Deflections - Design Wind

Section No.

Elevation

m

Horz. Deflection

mm

Gov. Load

Comb.

Tilt °

Twist °

T1 60 - 56 862.75 3 1.7571 0.0771 T2 56 - 52 741.10 3 1.6873 0.0720 T3 52 - 50 630.16 3 1.4096 0.0422 T4 50 - 45 584.48 3 1.3006 0.0410 T5 45 - 40 471.71 3 1.2484 0.0398 T6 40 - 35 364.64 3 1.1609 0.0386


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Section No.

Elevation

m

Horz. Deflection

mm

Gov. Load

Comb.

Tilt °

Twist °

T7 35 - 30 266.68 3 1.0309 0.0366 T8 30 - 25 181.60 3 0.8486 0.0331 T9 25 - 20 115.20 3 0.6276 0.0212

T10 20 - 14 66.20 3 0.4486 0.0122 T11 14 - 8 25.83 3 0.2873 0.0062 T12 8 - 5 3.78 4 0.1702 0.0034 T13 5 - 0 1.66 3 0.0970 0.0020

Critical Deflections and Radius of Curvature - Design Wind

Elevation

m


Comb.

Deflection

mm

Tilt °

Twist °

Radius of Curvature

m 61.500 ANTENA PANEL UHF 0.48x0.983 3 862.75 1.7571 0.0771 6121 60.000 ANTENA PANEL UHF 0.48x0.983 3 862.75 1.7571 0.0771 6121 59.500 ANTENA PANEL UHF 0.48x0.983 3 847.41 1.7557 0.0776 6121 59.000 ANTENA PANEL UHF 0.48x0.983 3 832.08 1.7537 0.0780 6121 58.500 ANTENA PANEL UHF 0.48x0.983 3 816.78 1.7502 0.0782 6121 58.000 ANTENA PANEL UHF 0.48x0.983 3 801.51 1.7446 0.0781 4664 57.500 ANTENA PANEL UHF 0.48x0.983 3 786.30 1.7362 0.0775 3731 57.000 ANTENA PANEL UHF 0.48x0.983 3 771.15 1.7243 0.0764 3073 56.500 ANTENA PANEL UHF 0.48x0.983 3 756.08 1.7082 0.0746 2476 56.000 ANTENA PANEL UHF 0.48x0.983 3 741.10 1.6873 0.0720 1912 55.500 ANTENA PANEL UHF 0.48x0.983 3 726.23 1.6610 0.0687 1436 55.000 ANTENA PANEL UHF 0.48x0.983 3 711.53 1.6302 0.0647 1098 54.500 ANTENA PANEL UHF 0.48x0.983 3 697.05 1.5959 0.0603 872 54.000 ANTENA PANEL UHF 0.48x0.983 3 682.85 1.5592 0.0559 721 50.000 ANTENA PANEL FM KATHREIN 3 584.48 1.3006 0.0410 20296 49.000 ANTENA PANEL FM KATHREIN 3 562.06 1.2721 0.0414 5375 48.000 ANTENA PANEL FM KATHREIN 3 539.44 1.2580 0.0413 15163 47.000 ANTENA PANEL FM KATHREIN 3 516.75 1.2529 0.0409 13781 46.000 ANTENA PANEL FM KATHREIN 3 494.13 1.2515 0.0403 4913 45.000 ANTENA PANEL FM KATHREIN 3 471.71 1.2484 0.0398 3267 44.000 ANTENA PANEL FM KATHREIN 3 449.61 1.2395 0.0395 2947 43.000 ANTENA PANEL FM KATHREIN 3 427.86 1.2249 0.0392 2933 42.000 ANTENA PANEL FM KATHREIN 3 406.44 1.2060 0.0390 2930 41.800 (2) ANTENA PANEL FM

KATHREIN 3 402.20 1.2018 0.0390 2930


3 391.66 1.1910 0.0389 2928


3 381.20 1.1796 0.0388 2921


3 370.82 1.1680 0.0387 2896


3 360.53 1.1562 0.0385 2842


3 350.33 1.1443 0.0384 2762


3 340.22 1.1323 0.0382 2669


3 330.20 1.1201 0.0380 2575


3 320.28 1.1077 0.0378 2488

35.000 6 FT DISH 3 266.68 1.0309 0.0366 2043 31.800 8 FT DISH 3 210.29 0.9213 0.0352 1418 31.500 8 FT DISH 3 205.34 0.9097 0.0349 1376


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Elevation

m


Comb.

Deflection

mm

Tilt °

Twist °

Radius of Curvature

m 26.500 HP10-59W 3 133.17 0.6924 0.0252 1391 23.500 8 FT DISH 3 98.75 0.5683 0.0176 1496 19.000 8 FT DISH 3 58.39 0.4178 0.0109 1769 13.000 HP6-107G 3 19.99 0.2670 0.0056 2981 8.500 Andrew KP4/KP4F 4 4.66 0.1812 0.0037 726

Bolt Design Data

Section No.

Elevation

m

Component Type

Bolt Grade

Bolt Size

mm

NumberOf

Bolts

MaximumLoad per

Bolt kg

AllowableLoad

kg

Ratio Load

Allowable

Allowable Ratio

Criteria

T1 60 Leg A325N 16 8 166.53 5528.16 0.030 1.333 Bearing

Diagonal A325N 16 2 549.07 2922.37 0.188 1.333 Bolt Shear

Top Girt A325N 16 2 76.11 2922.37 0.026 1.333 Bolt Shear

T2 56 Leg A325N 16 8 1551.53 5528.16 0.281 1.333 Bearing


T3 52 Leg A325N 16 10 3410.64 5528.16 0.617 1.333 Bearing


Horizontal A325N 16 2 2833.18 2922.37 0.969 1.333 Bolt Shear


T4 50 Leg A325N 16 8 2139.44 5528.16 0.387 1.333 Bearing


Horizontal A307 16 2 27.77 1391.60 0.020 1.333 Bolt Shear


T5 45 Leg A325N 16 8 3760.93 5528.16 0.680 1.333 Bearing




T6 40 Leg A325N 16 12 3813.86 5528.16 0.690 1.333 Bearing




T7 35 Leg A325N 16 12 5314.43 5528.16 0.961 1.333 Bearing




T8 30 Leg A325N 16 12 5291.07 5528.16 0.957 1.333 Bearing




T9 25 Leg A325N 16 12 6433.71 5844.72 1.101 1.333 Bolt DS


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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




T10 20 Leg A325N 16 16 5135.48 5844.72 0.879 1.333 Bolt DS




T11 14 Leg A325N 16 16 5717.53 5844.72 0.978 1.333 Bolt DS



Top Girt A325N 16 2 3983.98 2922.37 1.363 1.333 Bolt Shear T12 8 Leg A325N 16 16 6982.33 5844.72 1.195 1.333 Bolt DS

Diagonal A325N 16 2 17030.99 2922.37 5.828 1.333 Bolt Shear Top Girt A325N 16 2 2653.79 2922.37 0.908 1.333 Bolt Shear

T13 5 Leg A325N 16 16 7067.97 5844.72 1.209 1.333 Bolt DS



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 60 - 56 L76x76x6 4.000 0.500 44.3 K=1.33

174 929 -5226.43 16465.77 0.317

T2 56 - 52 L76x76x6 4.000 0.500 44.3 K=1.33

174 929 -14712.73 16465.77 0.894

T3 52 - 50 L102x102x6 2.207 1.104 54.6 K=1.00

141 1252 -17053.17 17975.92 0.949

T4 50 - 45 2L76x76x6.4 5.000 1.250 83.1 K=1.00

127 1855 -11284.56 23982.34 0.471

T5 45 - 40 2L76x76x6.4 5.000 1.250 83.1 K=1.00

127 1855 -18424.20 23982.34 0.768

T6 40 - 35 2L76x76x6.4 5.000 1.250 83.1 K=1.00

127 1855 -26790.94 23982.34 1.117

T7 35 - 30 2L76x76x6.4 5.000 1.250 83.1 K=1.00

127 1855 -36860.88 23982.34 1.537

H1-3 (1.54 CR) - 265 T8 30 - 25 L102x102x6 5.011 1.253 62.0

K=1.00 135 1252 -31754.42 17170.43 1.849


ESTADO ACTUAL

Page 33 of 46



Date 11:27:41 12/29/10




Section No.

Elevation

m

Size

L

m

Lu

m

Kl/r

Fa

MPa

A

mm2

Actual P kg

Allow. Pa kg

Ratio P Pa

H1-3 (1.85 CR) - 313/2 T9 25 - 20 L102x102x8 5.011 1.253 62.4

K=1.00 154 1548 -38920.50 24288.34 1.602

H1-3 (1.60 CR) - 388 T10 20 - 14 L102x102x10 6.014 1.503 75.1

K=1.00 138 1845 -41309.35 25908.52 1.594

H1-3 (1.59 CR) - 463 T11 14 - 8 L102x102x13 6.014 1.503 56.8

K=0.75 160 2419 -46088.63 39567.33 1.165

T12 8 - 5 L102x102x13 3.043 0.761 38.3 K=1.00

180 2419 -56415.57 44340.62 1.272

T13 5 - 0 L102x102x13 5.072 1.691 85.1 K=1.00

124 2419 -56973.49 30564.33 1.864

H1-3 (1.86 CR) - 689

Diagonal Design Data (Compression)

Section No.

Elevation

m

Size

L

m

Lu

m

Kl/r

Fa

MPa

A

mm2

Actual P kg

Allow. Pa kg

Ratio P Pa

T1 60 - 56 L51x51x4.8 0.796 0.699 69.8 K=1.00

145 461 -1098.14 6802.07 0.161

T2 56 - 52 L51x51x4.8 0.796 0.699 69.8 K=1.00

145 461 -1635.55 6802.07 0.240

T4 50 - 45 L51x51x4.8 1.582 1.520 151.9 K=1.00

45 461 -1353.34 2098.77 0.645

T5 45 - 40 L51x51x4.8 1.582 1.520 151.9 K=1.00

45 461 -1684.52 2098.77 0.803

T6 40 - 35 L51x51x4.8 1.582 1.520 151.9 K=1.00

45 461 -1968.63 2098.77 0.938

T7 35 - 30 L51x51x4.8 1.582 1.520 151.9 K=1.00

45 461 -3049.45 2098.77 1.453

H1-3 (1.45 CR) - 281 T8 30 - 25 L64x64x4.8 2.779 1.390 110.5

K=1.00 84 582 -8426.89 5001.27 1.685

H1-3 (1.68 CR) - 337 T9 25 - 20 L64x64x4.8 2.891 1.446 115.0

K=1.00 78 582 -6682.46 4622.29 1.446

H1-3 (1.45 CR) - 412 T10 20 - 14 2L51x51x5 3.468 1.734 110.6

K=1.00 84 923 -8760.01 7913.10 1.107

T11 14 - 8 2L51x51x6 3.620 1.810 117.0 K=1.00

75 1213 -9302.37 9303.27 1.000

T12 8 - 5 L64x64x6.4 3.635 0.909 46.5 K=1.00

172 768 -6484.69 13431.55 0.483

T13 5 - 0 L76x76x6.4 5.854 1.951 129.8 K=1.00

61 929 -6157.25 5791.11 1.063

Horizontal Design Data (Compression)


ESTADO ACTUAL

Page 34 of 46



Date 11:27:41 12/29/10




Section

No. Elevation

m

Size

L

m

Lu

m

Kl/r

Fa

MPa

A

mm2

Actual P kg

Allow. Pa kg

Ratio P Pa

T3 52 - 50 L51x51x6.4 1.280 1.178 118.7 K=1.00

73 605 -4436.04 4512.90 0.983*

T4 50 - 45 L51x51x4.8 1.940 0.932 93.1 K=1.00

112 461 -55.55 5272.42 0.011

T5 45 - 40 L51x51x4.8 1.940 1.864 118.9 K=1.00

73 461 -86.18 3423.49 0.025

T6 40 - 35 L51x51x4.8 1.940 1.864 118.9 K=1.00

73 461 -125.60 3423.49 0.037

T7 35 - 30 L51x51x4.8 1.940 1.864 118.9 K=1.00

73 461 -476.69 3423.49 0.139

T8 30 - 25 L51x51x4.8 2.178 1.038 103.8 K=1.00

95 461 -347.05 4482.78 0.077

T9 25 - 20 L51x51x4.8 2.655 1.277 127.6 K=1.00

63 461 -347.18 2974.65 0.117

T10 20 - 14 L51x51x4.8 3.181 1.539 153.8 K=1.00

44 461 -261.46 2046.69 0.128

T11 14 - 8 L51x51x4.8 3.754 1.826 182.5 K=1.00

31 461 -228.48 1454.81 0.157

* DL controls

Top Girt Design Data (Compression)

Section No.

Elevation

m

Size

L

m

Lu

m

Kl/r

Fa

MPa

A

mm2

Actual P kg

Allow. Pa kg

Ratio P Pa

T1 60 - 56 L51x51x4.8 0.620 0.544 54.3 K=1.00

163 461 -133.35 7673.47 0.017

T3 52 - 50 L51x51x4.8 0.620 0.544 54.3 K=1.00

163 461 -3837.20 7673.47 0.500

T4 50 - 45 2L51x51x6 1.940 1.838 85.3 K=1.00

124 1213 -3172.93 15300.22 0.207

T5 45 - 40 L51x51x4.8 1.940 1.864 118.9 K=1.00

73 461 -86.71 3423.49 0.025

T6 40 - 35 L51x51x4.8 1.940 1.864 118.9 K=1.00

73 461 -78.44 3423.49 0.023

T7 35 - 30 L51x51x4.8 1.940 1.864 118.9 K=1.00

73 461 -186.64 3423.49 0.055

T8 30 - 25 L51x51x4.8 1.940 1.864 118.9 K=1.00

73 461 -1725.63 3423.49 0.504

T9 25 - 20 L51x51x4.8 2.417 2.315 147.7 K=1.00

47 461 -5416.89 2218.75 2.441

H1-3 (2.44 CR) - 392 T10 20 - 14 L51x51x4.8 2.894 2.792 178.2

K=1.00 32 461 -6041.40 1525.48 3.960

H1-3 (3.96 CR) - 467 T11 14 - 8 L64x64x4.8 3.467 3.365 170.3

K=1.00 35 582 -7263.15 2106.57 3.448

H1-3 (3.45 CR) - 542 T12 8 - 5 L64x64x6.4 4.040 3.938 201.6 25 768 -5307.58 1982.64 2.677


ESTADO ACTUAL

Page 35 of 46



Date 11:27:41 12/29/10




Section No.

Elevation

m

Size

L

m

Lu

m

Kl/r

Fa

MPa

A

mm2

Actual P kg

Allow. Pa kg

Ratio P Pa

K=1.00 KL/R > 200 (C) - 615

T13 5 - 0 L76x76x6.4 4.763 2.331 98.7 K=1.00

104 929 -196.85 9806.22 0.020

Redundant Horizontal (1) Design Data (Compression)

Section No.

Elevation

m

Size

L

m

Lu

m

Kl/r

Fa

MPa

A

mm2

Actual P kg

Allow. Pa kg

Ratio P Pa

T8 30 - 25 L38x38x3.2 0.545 0.494 65.6 K=1.00

150 232 -512.24 3542.46 0.145

T9 25 - 20 L38x38x3.2 0.664 0.613 81.5 K=1.00

129 232 -584.47 3050.35 0.192

T10 20 - 14 L38x38x3.2 0.795 0.744 98.9 K=1.00

103 232 -620.35 2437.17 0.255

T11 14 - 8 L38x38x3.2 0.938 0.888 118.0 K=1.00

74 232 -692.12 1748.88 0.396

T12 8 - 5 L51x51x4.8 0.595 0.545 54.4 K=1.00

163 461 -852.27 7669.39 0.111

T13 5 - 0 L38x38x3.2 0.794 0.743 98.8 K=1.00

103 232 -860.71 2443.59 0.352


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 8 - 5 L51x51x4.8 1.191 1.140 113.9 K=1.00

79 461 -852.27 3732.60 0.228

T13 5 - 0 L44x44x3.2 1.588 1.537 174.5 K=1.00

34 272 -860.71 938.84 0.917


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 8 - 5 L51x51x4.8 1.786 1.735 173.4 K=1.00

34 461 -852.27 1610.73 0.529

Redundant Diagonal (1) Design Data (Compression)


ESTADO ACTUAL

Page 36 of 46



Date 11:27:41 12/29/10




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 30 - 25 L51x51x3.2 1.390 1.250 123.8 K=1.00

67 312 -608.37 2140.51 0.284

T9 25 - 20 L51x51x3.2 1.446 1.329 131.6 K=1.00

59 312 -636.31 1893.32 0.336

T10 20 - 14 L51x51x3.2 1.734 1.617 160.2 K=1.00

40 312 -676.38 1278.76 0.529

T11 14 - 8 L51x51x3.2 1.810 1.708 169.2 K=1.00

36 312 -667.41 1146.08 0.582

T12 8 - 5 L51x51x4.8 1.020 0.945 94.5 K=1.00

110 461 -730.24 5176.94 0.141

T13 5 - 0 L51x51x6.4 1.780 1.636 164.7 K=1.00

38 605 -965.15 2341.94 0.412


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 8 - 5 L51x51x4.8 1.487 1.428 142.7 K=1.00

51 461 -532.25 2377.18 0.224

T13 5 - 0 L51x51x4.8 2.177 2.098 209.7 K=1.00

23 461 -590.18 1101.61 0.536


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 8 - 5 L51x51x4.8 2.023 1.968 196.7 K=1.00

27 461 -487.44 1252.18 0.389

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 30 - 25 L44x44x3.2 0.770 0.770 87.4 K=1.00

118 272 -65.34 3278.29 0.020

T9 25 - 20 L44x44x3.2 0.939 0.939 106.6 K=1.00

90 272 -46.85 2510.07 0.019

T10 20 - 14 L44x44x3.2 1.124 1.124 127.6 K=1.00

63 272 -57.41 1753.73 0.033

T11 14 - 8 L51x51x3.2 1.327 1.327 131.4 K=1.00

60 312 -45.16 1899.55 0.024


ESTADO ACTUAL

Page 37 of 46



Date 11:27:41 12/29/10




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 8 - 5 L51x51x4.8 0.842 0.842 84.1 K=1.00

125 461 -44.17 5893.84 0.007

T13 5 - 0 L51x51x4.8 1.123 1.123 112.2 K=1.00

82 461 -45.22 3848.52 0.012


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 8 - 5 L51x51x4.8 1.684 1.684 168.3 K=1.00

36 461 -173.23 1710.46 0.101

T13 5 - 0 L51x51x4.8 2.245 2.245 224.4 K=1.00

20 461 -57.59 962.13 0.060

Inner Bracing Design Data (Compression)

Section No.

Elevation

m

Size

L

m

Lu

m

Kl/r

Fa

MPa

A

mm2

Actual P kg

Allow. Pa kg

Ratio P Pa

T3 52 - 50 L51x51x3.2 0.877 0.801 79.3 K=1.00

118 312 -1552.85 3769.79 0.412*

T4 50 - 45 L51x51x3.2 2.744 2.642 261.6 K=1.00

15 312 -385.84 479.27 0.805*

KL/R > 250 (C) - 112 T8 30 - 25 L51x51x6.4 2.744 2.668 268.6

K=1.00 14 605 -36.61 880.66 0.042

KL/R > 250 (C) - 315 T9 25 - 20 L51x51x4.8 3.418 3.317 331.4

K=1.00 9 461 -114.91 440.97 0.261

KL/R > 250 (C) - 390 T10 20 - 14 L51x51x4.8 4.093 3.991 398.8

K=1.00 6 461 -128.16 304.50 0.421

KL/R > 250 (C) - 465 T11 14 - 8 L51x51x4.8 2.654 2.553 255.1

K=1.00 16 461 -695.27 744.46 0.934

KL/R > 250 (C) - 580 T13 5 - 0 L51x51x4.8 3.368 3.368 336.5

K=1.00 9 461 -250.50 427.61 0.586

KL/R > 250 (C) - 692

* DL controls

Tension Checks


ESTADO ACTUAL

Page 38 of 46



Date 11:27:41 12/29/10




Leg Design Data (Tension)

Section No.

Elevation

m

Size

L

m

Lu

m

Kl/r

Fa

MPa

A

mm2

Actual P kg

Allow. Pa kg

Ratio P Pa

T1 60 - 56 L76x76x6 4.000 0.500 21.2 224 687 4851.31 15699.97 0.309

T2 56 - 52 L76x76x6 4.000 0.500 21.2 224 687 14324.13 15699.97 0.912

T3 52 - 50 L102x102x6 2.207 1.104 34.8 224 1010 4854.80 23070.85 0.210

T4 50 - 45 2L76x76x6.4 5.000 1.250 52.9 224 1613 10199.57 36854.39 0.277

T5 45 - 40 2L76x76x6.4 5.000 1.250 52.9 224 1613 16525.60 36854.39 0.448

T6 40 - 35 2L76x76x6.4 5.000 1.250 52.9 224 1613 24105.63 36854.39 0.654

T7 35 - 30 2L76x76x6.4 5.000 1.250 52.9 224 1613 34196.02 36854.39 0.928

T8 30 - 25 L102x102x6 5.011 1.253 39.5 224 1010 29866.80 23070.85 1.295

T9 25 - 20 L102x102x8 5.011 1.253 39.8 224 1246 36392.23 28470.01 1.278

T10 20 - 14 L102x102x10 6.014 1.503 48.1 224 1482 39256.75 33869.21 1.159

T11 14 - 8 L102x102x13 6.014 1.503 48.5 224 1935 45131.91 44225.27 1.020

T12 8 - 5 L102x102x13 3.043 0.761 24.6 224 1935 47873.06 44225.27 1.082

T13 5 - 0 L102x102x13 5.072 1.691 54.6 224 1935 47572.33 44225.27 1.076

Diagonal Design Data (Tension)

Section No.

Elevation

m

Size

L

m

Lu

m

Kl/r

Fa

MPa

A

mm2

Actual P kg

Allow. Pa kg

Ratio P Pa

T1 60 - 56 L51x51x4.8 0.796 0.699 44.6 224 278 1095.67 6350.48 0.173

T2 56 - 52 L51x51x4.8 0.796 0.699 44.6 224 278 1597.63 6350.48 0.252

T3 52 - 50 L51x51x6.4 1.418 1.299 84.0 224 363 7675.06 8297.75 0.925

T4 50 - 45 L51x51x4.8 1.582 1.520 97.0 224 278 1387.80 6350.48 0.219

T5 45 - 40 L51x51x4.8 1.582 1.520 97.0 224 278 1641.69 6350.48 0.259

T6 40 - 35 L51x51x4.8 1.582 1.520 97.0 224 278 1919.55 6350.48 0.302

T7 35 - 30 L51x51x4.8 1.582 1.520 97.0 224 278 3006.52 6350.48 0.473


ESTADO ACTUAL

Page 39 of 46



Date 11:27:41 12/29/10




Section No.

Elevation

m

Size

L

m

Lu

m

Kl/r

Fa

MPa

A

mm2

Actual P kg

Allow. Pa kg

Ratio P Pa

H1-3 (1.35 CR) - 282 T8 30 - 25 L64x64x4.8 2.779 1.390 70.3 224 368 7434.92 8418.00 0.883

H1-3 (1.68 CR) - 337 T9 25 - 20 L64x64x4.8 2.891 1.446 73.1 224 368 6187.91 8418.00 0.735

T10 20 - 14 2L51x51x5 3.468 1.734 110.6 224 556 7876.50 12700.95 0.620

T11 14 - 8 2L51x51x6 3.620 1.810 117.0 224 728 7494.21 16639.77 0.450

T12 8 - 5 L64x64x6.4 3.635 0.909 46.5 224 485 34061.98 11083.94 3.073

bolt (5.83 CR) - 620/3 T13 5 - 0 L76x76x6.4 5.854 1.951 82.6 224 606 6531.10 13848.04 0.472

Horizontal Design Data (Tension)

Section No.

Elevation

m

Size

L

m

Lu

m

Kl/r

Fa

MPa

A

mm2

Actual P kg

Allow. Pa kg

Ratio P Pa

T4 50 - 45 L51x51x4.8 1.940 0.932 59.5 224 278 53.65 6350.48 0.008

T5 45 - 40 L51x51x4.8 1.940 1.864 118.9 224 278 74.26 6350.48 0.012

T6 40 - 35 L51x51x4.8 1.940 1.864 118.9 224 278 100.23 6350.48 0.016

T7 35 - 30 L51x51x4.8 1.940 1.864 118.9 224 278 350.49 6350.48 0.055

T8 30 - 25 L51x51x4.8 2.178 1.038 66.3 224 278 208.31 6350.48 0.033

T9 25 - 20 L51x51x4.8 2.655 1.277 81.5 224 278 206.35 6350.48 0.032

T10 20 - 14 L51x51x4.8 3.181 1.539 98.2 224 278 80.73 6350.48 0.013

T11 14 - 8 L51x51x4.8 3.754 1.826 116.5 224 278 65.56 6350.48 0.010

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 60 - 56 L51x51x4.8 0.620 0.544 34.7 224 278 152.23 6350.48 0.024

T4 50 - 45 2L51x51x6 1.940 1.838 118.8 224 728 166.19 16639.77 0.010


ESTADO ACTUAL

Page 40 of 46



Date 11:27:41 12/29/10




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 45 - 40 L51x51x4.8 1.940 1.864 118.9 224 278 26.63 6350.48 0.004

T6 40 - 35 L51x51x4.8 1.940 1.864 118.9 224 278 35.40 6350.48 0.006

T7 35 - 30 L51x51x4.8 1.940 1.864 118.9 224 278 108.10 6350.48 0.017

T8 30 - 25 L51x51x4.8 1.940 1.864 118.9 224 278 1780.79 6350.48 0.280

T9 25 - 20 L51x51x4.8 2.417 2.315 147.7 224 278 5829.12 6350.48 0.918

H1-3 (2.38 CR) - 394 T10 20 - 14 L51x51x4.8 2.894 2.792 178.2 224 278 6527.51 6350.48 1.028

H1-3 (3.80 CR) - 469 T11 14 - 8 L64x64x4.8 3.467 3.365 170.3 224 368 7967.99 8418.00 0.947

H1-3 (3.30 CR) - 544 T12 8 - 5 L64x64x6.4 4.040 3.938 201.6 224 485 5254.51 11083.94 0.474

T13 5 - 0 L76x76x6.4 4.763 2.331 98.7 224 606 23.28 13848.04 0.002

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 30 - 25 L38x38x3.2 0.545 0.494 41.8 207 232 476.86 4890.32 0.098

T9 25 - 20 L38x38x3.2 0.664 0.613 51.9 207 232 584.47 4890.32 0.120

T10 20 - 14 L38x38x3.2 0.795 0.744 63.0 207 232 620.35 4890.32 0.127

T11 14 - 8 L38x38x3.2 0.938 0.888 75.1 207 232 692.12 4890.32 0.142

T12 8 - 5 L51x51x4.8 0.595 0.545 34.7 207 461 39586.79 9729.56 4.069

H2-1 (4.07 CR) - 677 T13 5 - 0 L38x38x3.2 0.794 0.743 62.9 207 232 860.71 4890.32 0.176


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 8 - 5 L51x51x4.8 1.191 1.140 72.7 207 461 19363.64 9729.56 1.990


ESTADO ACTUAL

Page 41 of 46



Date 11:27:41 12/29/10




Section No.

Elevation

m

Size

L

m

Lu

m

Kl/r

Fa

MPa

A

mm2

Actual P kg

Allow. Pa kg

Ratio P Pa

H2-1 (1.99 CR) - 678 T13 5 - 0 L44x44x3.2 1.588 1.537 110.9 207 272 860.71 5740.80 0.150


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 8 - 5 L51x51x4.8 1.786 1.735 110.7 207 461 4277.63 9729.56 0.440

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 30 - 25 L51x51x3.2 1.342 1.203 75.6 207 312 760.99 6591.29 0.115

T9 25 - 20 L51x51x3.2 1.446 1.329 83.6 207 312 669.69 6591.29 0.102

T10 20 - 14 L51x51x3.2 1.734 1.617 101.7 207 312 676.38 6591.29 0.103

T11 14 - 8 L51x51x3.2 1.810 1.708 107.4 207 312 667.41 6591.29 0.101

T12 8 - 5 L51x51x4.8 1.020 0.945 60.3 207 461 14084.23 9729.56 1.448

H2-1 (1.45 CR) - 623 T13 5 - 0 L51x51x6.4 1.780 1.636 105.8 207 605 965.15 12764.09 0.076


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 8 - 5 L51x51x4.8 1.487 1.428 91.1 207 461 12655.82 9729.56 1.301

T13 5 - 0 L51x51x4.8 2.177 2.098 133.9 207 461 590.18 9729.56 0.061


ESTADO ACTUAL

Page 42 of 46



Date 11:27:41 12/29/10





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 8 - 5 L51x51x4.8 2.023 1.968 125.6 207 461 3547.96 9729.56 0.365

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 30 - 25 L44x44x3.2 0.770 0.770 55.6 207 272 16.58 5740.80 0.003

T9 25 - 20 L44x44x3.2 0.939 0.939 67.7 207 272 16.93 5740.80 0.003

T10 20 - 14 L44x44x3.2 1.124 1.124 81.1 207 272 17.66 5740.80 0.003

T11 14 - 8 L51x51x3.2 1.327 1.327 83.4 207 312 17.17 6591.29 0.003

T12 8 - 5 L51x51x4.8 0.842 0.842 53.7 207 461 40461.09 9729.56 4.159

H2-1 (4.16 CR) - 685 T13 5 - 0 L51x51x4.8 1.123 1.123 71.6 207 461 47.37 9729.56 0.005


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 8 - 5 L51x51x4.8 1.684 1.684 107.5 207 461 19724.02 9729.56 2.027

H2-1 (2.03 CR) - 686 T13 5 - 0 L51x51x4.8 2.245 2.245 143.3 207 461 12.06 9729.56 0.001

Inner Bracing Design Data (Tension)

Section No.

Elevation

m

Size

L

m

Lu

m

Kl/r

Fa

MPa

A

mm2

Actual P kg

Allow. Pa kg

Ratio P Pa

T3 52 - 50 L51x51x3.2 0.877 0.801 50.3 207 312 81.40 6591.29 0.012

T4 50 - 45 L51x51x3.2 2.744 2.642 166.1 207 312 67.31 6591.29 0.010


ESTADO ACTUAL

Page 43 of 46



Date 11:27:41 12/29/10




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 30 - 25 L51x51x6.4 1.540 1.464 94.7 207 605 122.90 12764.09 0.010

T9 25 - 20 L51x51x4.8 3.418 3.317 211.6 207 461 172.11 9729.56 0.018*

T10 20 - 14 L51x51x4.8 4.093 3.991 254.7 207 461 283.56 9729.56 0.029

T11 14 - 8 L51x51x4.8 2.654 2.553 162.9 207 461 714.64 9729.56 0.073

T13 5 - 0 L51x51x4.8 3.368 3.368 214.9 207 461 241.83 9729.56 0.025

* DL controls

Section Capacity Table Section

No. Elevation

m Component

Type Size Critical

Element P kg

SF*Pallow

kg %

Capacity Pass Fail

T1 60 - 56 Leg L76x76x6 3 -5226.43 21948.87 23.8 Pass Diagonal L51x51x4.8 12 1095.67 8465.18 12.9

14.1 (b) Pass

Top Girt L51x51x4.8 8 152.23 8465.18 1.8 2.0 (b)

Pass

T2 56 - 52 Leg L76x76x6 41 14324.13 20928.06 68.4 Pass Diagonal L51x51x4.8 52 1597.63 8465.18 18.9

21.0 (b) Pass


98.5 (b) Pass

Horizontal L51x51x6.4 96 -4436.04 4512.90 98.3 Pass Top Girt L51x51x4.8 84 -3837.20 10228.73 37.5

49.3 (b) Pass

Inner Bracing L51x51x3.2 82 -1552.85 3769.79 41.2 Pass T4 50 - 45 Leg 2L76x76x6.4 109 -11284.56 31968.46 35.3 Pass

Diagonal L51x51x4.8 127 -1353.34 2797.66 48.4 Pass Horizontal L51x51x4.8 117 -55.55 7028.14 0.8

1.5 (b) Pass

Top Girt 2L51x51x6 113 -3172.93 20395.19 15.6 20.4 (b)

Pass



2.3 (b) Pass

Top Girt L51x51x4.8 171 -86.71 4563.51 1.9 Pass T6 40 - 35 Leg 2L76x76x6.4 217 -26790.94 31968.46 83.8 Pass


3.4 (b) Pass

Top Girt L51x51x4.8 221 -78.44 4563.51 1.7 Pass T7 35 - 30 Leg 2L76x76x6.4 265 -36860.88 31968.46 115.3 Fail

Diagonal L51x51x4.8 281 -3049.45 2797.66 109.0 Fail Horizontal L51x51x4.8 280 -476.69 4563.51 10.4

12.8 (b) Pass

Top Girt L51x51x4.8 267 -186.64 4563.51 4.1 Pass


ESTADO ACTUAL

Page 44 of 46



Date 11:27:41 12/29/10




Section No.

Elevation m

Component Type

Size CriticalElement

P kg

SF*Pallow kg

% Capacity

Pass Fail

T8 30 - 25 Leg L102x102x6 313 -31754.42 22888.18 138.7 Fail Diagonal L64x64x4.8 337 -8426.89 6666.69 126.4 Fail Horizontal L51x51x4.8 321 -347.05 5975.55 5.8

9.4 (b) Pass

Top Girt L51x51x4.8 317 -1725.63 4563.51 37.8 Pass Redund Horz 1

Bracing L38x38x3.2 323 -512.24 4722.10 10.8 Pass

Redund Diag 1 Bracing

L51x51x3.2 373 -608.37 2853.30 21.3 Pass

Redund Hip 1 Bracing

L44x44x3.2 385 -65.34 4369.97 1.5 Pass

Inner Bracing L51x51x6.4 315 -36.61 1173.92 3.1 Pass T9 25 - 20 Leg L102x102x8 388 -38920.50 32376.35 120.2 Fail

Diagonal L64x64x4.8 412 -6682.46 6161.51 108.5 Fail Horizontal L51x51x4.8 396 -347.18 3965.20 8.8

9.4 (b) Pass

Top Girt L51x51x4.8 392 -5416.89 2957.60 183.2 Fail Redund Horz 1

Bracing L38x38x3.2 408 -584.47 4066.11 14.4 Pass


L51x51x3.2 444 -636.31 2523.79 25.2 Pass


L44x44x3.2 427 -46.85 3345.93 1.4 Pass

Inner Bracing L51x51x4.8 390 -114.91 587.81 19.5 Pass T10 20 - 14 Leg L102x102x10 463 -41309.35 34536.06 119.6 Fail

Diagonal 2L51x51x5 487 -8760.01 10548.17 83.0 Pass Horizontal L51x51x4.8 494 -261.46 2728.23 9.6 Pass Top Girt L51x51x4.8 467 -6041.40 2033.46 297.1 Fail Redund Horz 1

Bracing L38x38x3.2 483 -620.35 3248.75 19.1 Pass


L51x51x3.2 519 -676.38 1704.59 39.7 Pass


L44x44x3.2 502 -57.41 2337.73 2.5 Pass

Inner Bracing L51x51x4.8 466 -128.16 405.90 31.6 Pass T11 14 - 8 Leg L102x102x13 538 -46088.63 52743.24 87.4 Pass

Diagonal 2L51x51x6 562 -9302.37 12401.26 75.0 Pass Horizontal L51x51x4.8 546 -228.48 1939.26 11.8 Pass Top Girt L64x64x4.8 542 -7263.15 2808.06 258.7 Fail Redund Horz 1

Bracing L38x38x3.2 563 -692.12 2331.26 29.7 Pass


L51x51x3.2 594 -667.41 1527.72 43.7 Pass


L51x51x3.2 577 -45.16 2532.11 1.8 Pass


Diagonal L64x64x6.4 620 34061.98 14774.89 230.5 437.2 (b)

Fail

Top Girt L64x64x6.4 615 -5307.58 2642.86 200.8 Fail Redund Horz 1

Bracing L51x51x4.8 677 39586.79 12969.50 305.2 Fail

Redund Horz 2 Bracing

L51x51x4.8 678 19363.64 12969.50 149.3 Fail


L51x51x4.8 656 -852.27 2147.10 39.7 Pass


L51x51x4.8 623 14084.23 12969.50 108.6 Fail

Redund Diag 2 L51x51x4.8 625 12655.82 12969.50 97.6 Pass


ESTADO ACTUAL

Page 45 of 46



Date 11:27:41 12/29/10




Section No.

Elevation m

Component Type


P kg

SF*Pallow kg

% Capacity

Pass Fail

Bracing Redund Diag 3

Bracing L51x51x4.8 648 -487.44 1669.15 29.2 Pass


L51x51x4.8 685 40461.09 12969.50 312.0 Fail


L51x51x4.8 686 19724.02 12969.50 152.1 Fail

T13 5 - 0 Leg L102x102x13 689 -56973.49 40742.25 139.8 Fail Diagonal L76x76x6.4 706 -6157.25 7719.54 79.8

83.8 (b) Pass

Top Girt L76x76x6.4 634 -196.85 13071.69 1.5 2.5 (b)

Pass


L38x38x3.2 719 -860.71 3257.31 26.4 Pass


L44x44x3.2 720 -860.71 1251.48 68.8 Pass


L51x51x6.4 714 -965.15 3121.81 30.9 Pass


L51x51x4.8 715 -590.18 1468.44 40.2 Pass


L51x51x4.8 742 -45.22 5130.08 0.9 Pass


L51x51x4.8 729 -57.59 1282.52 4.5 Pass

Inner Bracing L51x51x4.8 692 -250.50 570.01 43.9 Pass Summary Leg (T13) 139.8 Fail Diagonal

(T12) 437.2 Fail

Horizontal (T3)

98.3 Pass

Top Girt (T10)

297.1 Fail

Redund Horz 1 Bracing (T12)

305.2 Fail


149.3 Fail


39.7 Pass

Redund Diag 1 Bracing (T12)

108.6 Fail


97.6 Pass


29.2 Pass


(T12)

312.0 Fail

Redund Hip 152.1 Fail


ESTADO ACTUAL

Page 46 of 46



Date 11:27:41 12/29/10




Section No.

Elevation m

Component Type


P kg

SF*Pallow kg

% Capacity

Pass Fail

2 Bracing (T12)

Inner Bracing (T4)

80.5 Pass

Bolt Checks 437.2 Fail RATING = 437.2 Fail

Program Version 5.3.1.0 - 1/16/2009 File:C:/Proyectos 2010/Instatel Colombia - Evaluaciones Estructural/05 Calatrava TCSV 60 m/Risa Tower Actual/TCSV 60 M Calatrava Actual.eri

RESULTADOS

ESTADO ACTUAL REFORZADA



Project: TORRE CUADRADA AUTOSOPORTADA DE 60 MJob: ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA ESTADO ACTUAL REFORZADAClient: RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA



Job: ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA ESTADO ACTUAL REFORZAD Project: TORRE CUADRADA AUTOSOPORTADA DE 60 M Client: RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA Drawn by: Ing Jaime Gutierrez C. App'd:


C:\Documents and Settings\THOSHIBA\Escritorio\Proyectos 2010\Instatel Evaluaciones Estructural\05 Calatrava TCSV 60 m\Risa Tower Reforzado\TCSV 60 M Calatrava Reforzado.eri

Dwg No. E-1

60.0 m

56.0 m

52.0 m

50.0 m

45.0 m

40.0 m

35.0 m

30.0 m

25.0 m

20.0 m

14.0 m

8.0 m

5.0 m

0.0 m


14367 kgSHEAR 462177 kg-m

MOMENT16202 kg

AXIAL



T1T2

T3T4

T5T6

T7T8

T9T1

0T1

1T1

2T1

3

L76x

76x6

A2L

76x7

6x6.

42L

102x

102x

6.4

2L10

2x10

2x7.

92L

102x

102x

9.5

L102

x102

x13

2L10

2x10

2x9.

5A

572-

50L5

1x51

x4.8

BL5

1x51

x4.8

2L51

x51x

52L

51x5

1x6

2L64

x64x

5L7

6x76

x7.9

A57

2-50

L51x

51x4

.8N

.A.

C2L

51x5

1x6

L51x

51x4

.82L

51x5

1x6

2L64

x64x

52L

64x6

4x6

L76x

76x6

.4N

.A.

BL5

1x51

x4.8

N.A

.N

.A.

L38x

38x3

.2L5

1x51

x4.8

L38x

38x3

.2N

.A.

L51x

51x3

.2L5

1x51

x4.8

L51x

51x6

.4N

.A.

L44x

44x3

.2L5

1x51

x3.2

L51x

51x4

.8N

.A.

L51x

51x3

.2N

.A.

L51x

51x6

.4L5

1x51

x4.8

N.A

.L5

1x51

x4.8

276.

026

4.8

318.

682

3.4

703.

870

3.8

1061

.111

54.2

1380

.717

94.5

1741

.912

10.0

1798

.4

0.62

1.94

2.41

72.

894

3.46

74.

044.

763

16 @

0.5

2 @

116

@ 1

.25

4 @

2.5

5 @

31

@ 5

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)

5.97

# P

anel

s @

(m)

Wei

ght (

kg)

1323

1.3

ANTENA PANEL UHF 0.48x0.983 61.5ANTENA PANEL UHF 0.48x0.983 61.5ANTENA PANEL UHF 0.48x0.983 61.5ANTENA PANEL UHF 0.48x0.983 61.5ANTENA PANEL UHF 0.48x0.983 60ANTENA PANEL UHF 0.48x0.983 60ANTENA PANEL UHF 0.48x0.983 60ANTENA PANEL UHF 0.48x0.983 60ANTENA PANEL UHF 0.48x0.983 60 - 59ANTENA PANEL UHF 0.48x0.983 60 - 59ANTENA PANEL UHF 0.48x0.983 60 - 59ANTENA PANEL UHF 0.48x0.983 59 - 58ANTENA PANEL UHF 0.48x0.983 59 - 58ANTENA PANEL UHF 0.48x0.983 59 - 58ANTENA PANEL UHF 0.48x0.983 58 - 57ANTENA PANEL UHF 0.48x0.983 58 - 57ANTENA PANEL UHF 0.48x0.983 58 - 57ANTENA PANEL UHF 0.48x0.983 57 - 56ANTENA PANEL UHF 0.48x0.983 57 - 56ANTENA PANEL UHF 0.48x0.983 57 - 56ANTENA PANEL UHF 0.48x0.983 56 - 55ANTENA PANEL UHF 0.48x0.983 56 - 55ANTENA PANEL UHF 0.48x0.983 56 - 55ANTENA PANEL UHF 0.48x0.983 55 - 54ANTENA PANEL UHF 0.48x0.983 55 - 54ANTENA PANEL UHF 0.48x0.983 55 - 54ANTENA PANEL FM KATHREIN 50 - 48ANTENA PANEL FM KATHREIN 50 - 48ANTENA PANEL FM KATHREIN 50 - 48ANTENA PANEL FM KATHREIN 50 - 48ANTENA PANEL FM KATHREIN 48 - 46ANTENA PANEL FM KATHREIN 48 - 46ANTENA PANEL FM KATHREIN 48 - 46ANTENA PANEL FM KATHREIN 48 - 46ANTENA PANEL FM KATHREIN 46 - 44ANTENA PANEL FM KATHREIN 46 - 44ANTENA PANEL FM KATHREIN 46 - 44ANTENA PANEL FM KATHREIN 44 - 42ANTENA PANEL FM KATHREIN 44 - 42ANTENA PANEL FM KATHREIN 44 - 42(2) ANTENA PANEL FM KATHREIN 41.8 - 40.8(2) ANTENA PANEL FM KATHREIN 40.8 - 39.8(2) ANTENA PANEL FM KATHREIN 39.8 - 38.8(2) ANTENA PANEL FM KATHREIN 38.8 - 37.86 FT DISH 358 FT DISH 31.88 FT DISH 31.5HP10-59W 26.58 FT DISH 23.58 FT DISH 19HP6-107G 13Andrew KP4/KP4F 8.5DESIGNED APPURTENANCE LOADINGTYPE TYPEELEVATION ELEVATION

ANTENA PANEL UHF 0.48x0.983 61.5ANTENA PANEL UHF 0.48x0.983 61.5ANTENA PANEL UHF 0.48x0.983 61.5ANTENA PANEL UHF 0.48x0.983 61.5ANTENA PANEL UHF 0.48x0.983 60ANTENA PANEL UHF 0.48x0.983 60ANTENA PANEL UHF 0.48x0.983 60ANTENA PANEL UHF 0.48x0.983 60ANTENA PANEL UHF 0.48x0.983 60 - 59ANTENA PANEL UHF 0.48x0.983 60 - 59ANTENA PANEL UHF 0.48x0.983 60 - 59ANTENA PANEL UHF 0.48x0.983 59 - 58ANTENA PANEL UHF 0.48x0.983 59 - 58ANTENA PANEL UHF 0.48x0.983 59 - 58ANTENA PANEL UHF 0.48x0.983 58 - 57ANTENA PANEL UHF 0.48x0.983 58 - 57ANTENA PANEL UHF 0.48x0.983 58 - 57ANTENA PANEL UHF 0.48x0.983 57 - 56ANTENA PANEL UHF 0.48x0.983 57 - 56ANTENA PANEL UHF 0.48x0.983 57 - 56ANTENA PANEL UHF 0.48x0.983 56 - 55ANTENA PANEL UHF 0.48x0.983 56 - 55ANTENA PANEL UHF 0.48x0.983 56 - 55ANTENA PANEL UHF 0.48x0.983 55 - 54ANTENA PANEL UHF 0.48x0.983 55 - 54ANTENA PANEL UHF 0.48x0.983 55 - 54

ANTENA PANEL FM KATHREIN 50 - 48ANTENA PANEL FM KATHREIN 50 - 48ANTENA PANEL FM KATHREIN 50 - 48ANTENA PANEL FM KATHREIN 50 - 48ANTENA PANEL FM KATHREIN 48 - 46ANTENA PANEL FM KATHREIN 48 - 46ANTENA PANEL FM KATHREIN 48 - 46ANTENA PANEL FM KATHREIN 48 - 46ANTENA PANEL FM KATHREIN 46 - 44ANTENA PANEL FM KATHREIN 46 - 44ANTENA PANEL FM KATHREIN 46 - 44ANTENA PANEL FM KATHREIN 44 - 42ANTENA PANEL FM KATHREIN 44 - 42ANTENA PANEL FM KATHREIN 44 - 42(2) ANTENA PANEL FM KATHREIN 41.8 - 40.8(2) ANTENA PANEL FM KATHREIN 40.8 - 39.8(2) ANTENA PANEL FM KATHREIN 39.8 - 38.8(2) ANTENA PANEL FM KATHREIN 38.8 - 37.86 FT DISH 358 FT DISH 31.88 FT DISH 31.5HP10-59W 26.58 FT DISH 23.58 FT DISH 19HP6-107G 13Andrew KP4/KP4F 8.5


A L102x102x6B L51x51x6.4

C L51x51x4.8


A572-50 345 MPa 448 MPa








PINTURA

A la pintura es necesario e inmediato realizar un mantenimiento inmediato de raspado general de la estructura y pintar desde base hasta el poliuretano.

TORNILLERIA

Como se encuentra la tornillería en la sección recta desde el nivel + 30 m hasta el nivel + 50 m se deben cambiar ya que se encuentra con corrosion

ESCALERA DE ACCESO

Por seguridad del personal de mantenimiento se debe INSTALAR LINEA DE VIDA. Y es solicitado por la Norma

PLATAFORMAS DE DESCANSO

Como las plataformas de descanso no tienen barandas de proteccion, por seguridad se deben instalar barandas de protección en las plataformas de descanso.

LUCES DE OBSTRUCCION

Se debe INSTALAR LUZ DE BALIZAJE. Para cumplir con la norma de la aeronáutica civil




Para cumplir con los requerimiento solicitados de la velocidad de viento de diseño de 120 kph entonces dentro del análisis de calculo la torre se debe reforzar de la siguiente manera.

MONTANTES

Del nivel +0.00 m a +5.00 m se debe adicionar un Angulo de 102x102x12.7


Del nivel +20.00 m a +25.00 m se debe adicionar un Angulo de

102x102x7.9


Del nivel +30.00 m a +35.00 m se debe adicionar un Angulo de 102x102x6.4 ya se encuentra dos angulos de 76x76x6.4 por lo tanto se debe reforzar interior o formar en cruz

DIAGONALES

La diagonal del nivel +0.00 m a +5.00 m se le adiciona al existente un angulo espalda con espalda de 76x76x7.9 Con dos tornillos de ¾” en cada uno de sus extremos.

La diagonal del nivel +5.00 m a +8.00 m se le adiciona al existente un angulo espalda con espalda de 64x64x6.4







HORIZONTALES

Las horizontal del nivel +8.00 m a se le adiciona a la existente espalda con espalda un Angulo de 64x64x6.4




Del nivel + 5 al nivel +14 los elementos redundantes no tienen elementos de cierre entre diagonales interiores se debe adicionar este elemento en un angulo de 38x38x3.2 que serán 24 elementos en total en este tramo

RFUERZO DE LA ESTRUCTURA

EL PESO APROXIMADO DE REFUERZO ES DE 4.780 kg




Dmax= 600/200

Dmax= 300 mm

De los cálculos realizados tenemos.

El desplazamiento presentado en la velocidad de operación tenemos 149.8



Entonces 149.8 < 300 OK

CIMENTACION

La cimentación según los cálculos realizados se debe adicionar vigas de amarre entre pedestales con una dimensión de 40 cm de ancho por 50 cm de alto.

Estas vigas de amarre en su nivel superior deben estar a nivel del terreno o sea a nivel +0.00 m

Se anexa las memorias y su planos de construcción

ANEXO SE PRESENTA:

ISOMETRICO TORRE REFORZADA

SILUETA REFORZADA

DEFORMADA TORRE REFORZADA

CALCULO PLACA BASE Y PERNOS REFROZADA

CALCULO ESTRUCTURAL REFORZADA

CALCULO CIMENTACION

PLANO DE CIMENTACION

Project: TORRE CUADRADA AUTOSOPORTADA DE 60 MJob: ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA ESTADO ACTUAL REFORZADAClient: RTVC - RADIO TELEVISION NACIONAL DE COLOMBIALC:8 Dead+Wind 90 deg - ServiceMax. Disp.142.62 mm @ 60.000 mScaling 20

Calculo: Ing. Jaime Gutierrez C:Fecha: Diciembre 29 de 2010 ESTACION: CALATRAVA

ESTADO REFORZADOESTRUCTURA: TORRE CUADRADA 60 m SECCION VARIABLE





C

P


B m n

t

p

D Dp










Lado de la placa Base B 400 mmEspesor de la Placa Base t 22 mm OK CUMPLE

Calculo: Ing. Jaime Gutierrez C:Fecha: Diciembre 29 de 2010

ESTACION: CALATRAVA

ESTADO REFORZADOESTRUCTURA:


TORRE CUADRADA 60 m SECCION VARIABLE


Material de los PernosCantidad de Pernos 7 unArea Total de Pernos Atp 27,16 cm²Factor de Rosca 0,85N d Hil P l d

SAE 1020 CALIBRADO

Numero de Hilos por Pulgada hp 8Area Efectiva de Pernos Ap 20,12 cm²


Esfuerzo de Fluencia Fy 4,20 ton/cm²Resistencia a la Tension Ft 3,36 ton/cm²Resistencia al Corte Fv 2,24 ton/cm²Area Efectiva de cada Perno Ae 2,87 cm²Area Total por Perno Ap 3,88 cm²Area Requerida por Arranque At 10,2 cm²Area Requerida Arranque Diseño Atm 15,3 cm²Numero de Pernos Minimo Np 6 un

Pernos a Colocar 7 unDiametro del Perno 22 mm


AREA DE PERNOS > AREA REQUERIDA OK CUMPLE



Page 1 of 45



Date 07:43:13 01/24/11





Basic wind speed of 120 kph. Deflections calculated using a wind speed of 60 kph. Weld together tower sections have flange connections.. Connections use galvanized A394 bolts, nuts and locking devices. Installation per TIA/EIA-222 and AISC

Specifications.. Tower members are ''hot dipped'' galvanized in accordance with ASTM A123 and ASTM A153 Standards.. Welds are fabricated with AWS E60XX/E70XX electrodes.. All welded joints and connection flanges cerfitied for integrity an quality per AWS D1:1. RF antennas feeders shall be 1-5/8'' and installed 48 feeders per side. MW dishes feeders shall be 1/2'' and installed 8 feeders per side. Tension only take-up is 1 mm. A non-linear (P-delta) analysis was used. Pressures are calculated at each section. Stress ratio used in tower member design is 1.333. Local bending stresses due to climbing loads, feedline supports, and appurtenance mounts are not considered.

Options




Page 2 of 45



Date 07:43:13 01/24/11




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

Tower Elevation

m

Assembly Database


m

Number of

Sections

Section Length

m

T1 60.000-56.000 0.620 1 4.000 T2 56.000-52.000 0.620 1 4.000 T3 52.000-50.000 0.620 1 2.000 T4 50.000-45.000 1.940 1 5.000 T5 45.000-40.000 1.940 1 5.000 T6 40.000-35.000 1.940 1 5.000 T7 35.000-30.000 1.940 1 5.000 T8 30.000-25.000 1.940 1 5.000 T9 25.000-20.000 2.417 1 5.000

T10 20.000-14.000 2.894 1 6.000 T11 14.000-8.000 3.467 1 6.000 T12 8.000-5.000 4.040 1 3.000 T13 5.000-0.000 4.763 1 5.000


Tower Section

Tower Elevation

m

Diagonal Spacing

m

Bracing Type

Has K Brace

End Panels

Has Horizontals

Top Girt Offset

mm

Bottom Girt Offset

mm

T1 60.000-56.000 0.500 K Brace Left No Yes 0 0 T2 56.000-52.000 0.500 K Brace Left No Yes 0 0 T3 52.000-50.000 1.000 TX Brace No Yes 0 0 T4 50.000-45.000 1.250 Double K No Yes 0 0 T5 45.000-40.000 1.250 Double K No Yes 0 0 T6 40.000-35.000 1.250 Double K No Yes 0 0



Page 3 of 45



Date 07:43:13 01/24/11




Tower Section

Tower Elevation

m

Diagonal Spacing

m

Bracing Type

Has K Brace

End Panels

Has Horizontals

Top Girt Offset

mm

Bottom Girt Offset

mm

T7 35.000-30.000 1.250 Double K No Yes 0 0 T8 30.000-25.000 2.500 Double K1 No Yes 0 0 T9 25.000-20.000 2.500 Double K1 No Yes 0 0

T10 20.000-14.000 3.000 Double K1 No Yes 0 0 T11 14.000-8.000 3.000 Double K1 No Yes 0 0 T12 8.000-5.000 3.000 K3 Up No Yes 0 0 T13 5.000-0.000 5.000 K2 Down No Yes 0 0


Tower Elevation

m

Leg Type

Leg Size

Leg Grade

Diagonal Type

Diagonal Size

Diagonal Grade



















T10 20.000-14.000

Equal Angle 2L102x102x9.5 A572-50 (345 MPa)









Tower Elevation

m

Top Girt Type

Top Girt Size

Top Girt Grade

Bottom Girt Type

Bottom Girt Size

Bottom Girt Grade





T4 50.000-45.000 Double Angle 2L51x51x6 A572-50 (345 MPa)





Page 4 of 45



Date 07:43:13 01/24/11




Tower Elevation

m

Top Girt Type

Top Girt Size

Top Girt Grade

Bottom Girt Type

Bottom Girt Size

Bottom Girt Grade







(345 MPa) T9 25.000-20.000 Double Angle 2L51x51x6 A572-50


(345 MPa) T10

20.000-14.000 Double Angle 2L51x51x6 A572-50








(345 MPa)


Tower Elevation

m

No. of

Mid Girts

Mid Girt Type

Mid Girt Size

Mid Girt Grade

Horizontal Type

Horizontal Size

Horizontal Grade















T10 20.000-14.000












Page 5 of 45



Date 07:43:13 01/24/11




Tower Elevation

m




Grade

Inner Bracing Type

Inner Bracing Size

Inner Bracing Grade









T10 20.000-14.000








Tower Elevation

m


Redundant Type

Redundant Size

K Factor

T8 30.000-25.000

A572-50 (345 MPa)


Hip (1)


L38x38x3.2 L51x51x3.2 L44x44x3.2

1 1 1

T9 25.000-20.000

A572-50 (345 MPa)


Hip (1)


L38x38x3.2 L51x51x3.2 L44x44x3.2

1 1 1

T10 20.000-14.000

A572-50 (345 MPa)


Hip (1)


L38x38x3.2 L51x51x3.2 L44x44x3.2

1 1 1

T11 14.000-8.000

A572-50 (345 MPa)


Hip (1)


L38x38x3.2 L51x51x3.2 L51x51x3.2

1 1 1

T12 8.000-5.000

A572-50 (345 MPa)


Hip (1) Hip (2)

Single Angle

Single Angle

Single Angle


1 1 1

T13 5.000-0.000

A572-50 (345 MPa)


Hip (1) Hip (2)

Single Angle

Single Angle

Single Angle


1 1 1




Page 6 of 45



Date 07:43:13 01/24/11




Tower Elevation

m

Gusset Area

(per face)

m2

Gusset Thickness

mm


Adjust. Factor

Ar

Weight Mult.


Diagonals mm


Horizontals mm

T1 60.000-56.000

0.018 6 A36 (248 MPa)

1 1 1.25 0 0

T2 56.000-52.000

0.018 6 A36 (248 MPa)

1 1 1.25 0 0

T3 52.000-50.000

0.018 8 A36 (248 MPa)

1 1 1.25 0 0

T4 50.000-45.000

0.018 10 A36 (248 MPa)

1 1 1.25 0 0

T5 45.000-40.000

0.018 10 A36 (248 MPa)

1 1 1.25 0 0

T6 40.000-35.000

0.018 10 A36 (248 MPa)

1 1 1.25 0 0

T7 35.000-30.000

0.021 10 A36 (248 MPa)

1 1 1.25 0 0

T8 30.000-25.000

0.021 10 A36 (248 MPa)

1 1 1.25 0 0

T9 25.000-20.000

0.024 10 A36 (248 MPa)

1 1 1.25 0 0

T10 20.000-14.000

0.024 10 A36 (248 MPa)

1 1 1.25 0 0

T11 14.000-8.000

0.024 10 A36 (248 MPa)

1 1 1.25 0 0

T12 8.000-5.000

0.024 10 A36 (248 MPa)

1 1 1.25 0 0

T13 5.000-0.000

0.024 10 A36 (248 MPa)

1 1 1.25 0 0


K Factors1

Tower Elevation

m

Calc K

Single Angles

Calc K

Solid Rounds

Legs X Brace Diags

X Y

K Brace Diags

X Y

Single Diags

X Y

Girts

X Y

Horiz.

X Y

Sec. Horiz.

X Y

Inner Brace

X Y

T1 60.000-56.000

No No 1 1 1

1 1

1 1

1 1

1 1

1 1

1 1

T2 56.000-52.000

No No 1 1 1

1 1

1 1

1 1

1 1

1 1

1 1

T3 52.000-50.000

No No 1 1 1

1 1

1 1

1 1

1 1

1 1

1 1

T4 50.000-45.000

No No 1 1 1

1 1

1 1

0.5 1

1 1

1 1

1 1

T5 45.000-40.000

No No 1 1 1

1 1

1 1

0.5 1

1 1

1 1

1 1

T6 40.000-35.000

No No 1 1 1

1 1

1 1

0.5 1

1 1

1 1

1 1

T7 35.000-30.000

No No 1 1 1

1 1

1 1

0.5 1

1 1

1 1

1 1

T8 30.000-25.000

No No 1 1 1

1 1

1 1

0.5 1

1 1

1 1

1 1

T9 25.000-20.000

No No 1 1 1

1 1

1 1

0.5 1

1 1

1 1

1 1

T10 20.000-14.000

No No 1 1 1

1 1

1 1

0.5 1

1 1

1 1

1 1



Page 7 of 45



Date 07:43:13 01/24/11




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

T11 14.000-8.000

No No 0.75 1 1

1 1

1 1

0.5 1

1 1

1 1

1 1

T12 8.000-5.000

No No 1 1 1

1 1

1 1

0.25 1

1 1

1 1

1 1

T13 5.000-0.000

No No 1 1 1

1 1

1 1

0.25 1

1 1

1 1

1 1



Tower Elevation

m


Net Width Deduct

mm

U

Net Width Deduct

mm

U

Net WidthDeduct

mm

U

Net Width

Deduct mm

U

Net Width

Deduct mm

U

Net Width

Deduct mm

U

Net Width

Deduct mm

U

T1 60.000-56.000

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

T2 56.000-52.000

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

T3 52.000-50.000

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

T4 50.000-45.000

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

T5 45.000-40.000

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

T6 40.000-35.000

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

T7 35.000-30.000

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

T8 30.000-25.000

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

T9 25.000-20.000

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

T10 20.000-14.000

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

T11 14.000-8.000

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

T12 8.000-5.000

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

T13 5.000-0.000

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




Page 8 of 45



Date 07:43:13 01/24/11




Tower Elevation

m

Leg Connection

Type


Bolt Size mm

No. Bolt Size mm

No. Bolt Sizemm

No. Bolt Sizemm

No. Bolt Sizemm

No. Bolt Size mm

No. Bolt Sizemm

No.

T1 60.000-56.000

Sleeve DS 16 A325N

8 16 A325N

2 16 A325N

2 16 A307

1 16 A325N

0 13 A307

1 16 A307

1

T2 56.000-52.000

Sleeve DS 16 A325N

8 16 A325N

2 16 A325N

2 16 A307

1 16 A325N

0 13 A307

1 16 A307

1

T3 52.000-50.000

Sleeve DS 16 A325N

10 16 A325N

2 16 A325N

2 16 A307

1 16 A325N

0 16 A325N

2 16 A307

1

T4 50.000-45.000

Sleeve DS 16 A325N

8 16 A325N

2 16 A325N

2 16 A307

2 16 A325N

0 16 A307

2 16 A307

2

T5 45.000-40.000

Sleeve DS 16 A325N

8 16 A325N

2 16 A325N

2 16 A307

2 16 A325N

0 16 A307

2 16 A307

2

T6 40.000-35.000

Sleeve DS 16 A325N

12 16 A325N

2 16 A325N

2 16 A307

2 16 A325N

0 16 A307

2 16 A307

2

T7 35.000-30.000

Sleeve DS 16 A325N

12 16 A325N

2 16 A325N

2 16 A307

2 16 A325N

0 16 A307

2 16 A307

2

T8 30.000-25.000

Sleeve DS 16 A325N

12 16 A325N

3 16 A325N

2 16 A307

2 16 A325N

0 16 A307

2 16 A307

2

T9 25.000-20.000

Sleeve DS 16 A325N

12 16 A325N

2 16 A325N

2 16 A307

2 16 A325N

0 16 A307

2 16 A307

2

T10 20.000-14.000

Sleeve DS 16 A325N

16 16 A325N

2 16 A325N

2 16 A307

2 16 A325N

0 16 A307

2 16 A307

2

T11 14.000-8.000

Sleeve DS 16 A325N

16 16 A325N

2 16 A325N

2 16 A307

2 16 A325N

0 16 A307

2 16 A307

2

T12 8.000-5.000

Sleeve DS 16 A325N

16 16 A325N

2 16 A325N

2 16 A307

2 16 A325N

0 16 A307

2 16 A307

2

T13 5.000-0.000

Sleeve DS 16 A325N

16 19 A325N

2 16 A325N

2 16 A307

2 16 A325N

0 16 A307

2 16 A307

2


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


A From Face 0.000 0.000 0.000

0.0000 61.500 No Ice 0.665 0.363 10.00


B From Face 0.000 0.000 0.000

0.0000 61.500 No Ice 0.665 0.363 10.00


C From Face 0.000 0.000 0.000

0.0000 61.500 No Ice 0.665 0.363 10.00


D From Face 0.000 0.000 0.000

0.0000 61.500 No Ice 0.665 0.363 10.00


A From Face 0.000 0.000 0.000

0.0000 60.000 No Ice 0.665 0.363 10.00


B From Face 0.000 0.000 0.000

0.0000 60.000 No Ice 0.665 0.363 10.00



Page 9 of 45



Date 07:43:13 01/24/11




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


C From Face 0.000 0.000 0.000

0.0000 60.000 No Ice 0.665 0.363 10.00


D From Face 0.000 0.000 0.000

0.0000 60.000 No Ice 0.665 0.363 10.00


A From Face 0.000 0.000 0.000

0.0000 60.000 - 59.000 No Ice 0.665 0.363 10.00


B From Face 0.000 0.000 0.000

0.0000 60.000 - 59.000 No Ice 0.665 0.363 10.00


D From Face 0.000 0.000 0.000

0.0000 60.000 - 59.000 No Ice 0.665 0.363 10.00


A From Face 0.000 0.000 0.000

0.0000 59.000 - 58.000 No Ice 0.665 0.363 10.00


B From Face 0.000 0.000 0.000

0.0000 59.000 - 58.000 No Ice 0.665 0.363 10.00


D From Face 0.000 0.000 0.000

0.0000 59.000 - 58.000 No Ice 0.665 0.363 10.00


A From Face 0.000 0.000 0.000

0.0000 58.000 - 57.000 No Ice 0.665 0.363 10.00


B From Face 0.000 0.000 0.000

0.0000 58.000 - 57.000 No Ice 0.665 0.363 10.00


D From Face 0.000 0.000 0.000

0.0000 58.000 - 57.000 No Ice 0.665 0.363 10.00


A From Face 0.000 0.000 0.000

0.0000 57.000 - 56.000 No Ice 0.665 0.363 10.00


B From Face 0.000 0.000 0.000

0.0000 57.000 - 56.000 No Ice 0.665 0.363 10.00


D From Face 0.000 0.000 0.000

0.0000 57.000 - 56.000 No Ice 0.665 0.363 10.00


A From Face 0.000 0.000 0.000

0.0000 56.000 - 55.000 No Ice 0.665 0.363 10.00


B From Face 0.000 0.000 0.000

0.0000 56.000 - 55.000 No Ice 0.665 0.363 10.00


D From Face 0.000 0.000 0.000

0.0000 56.000 - 55.000 No Ice 0.665 0.363 10.00


A From Face 0.000 0.000 0.000

0.0000 55.000 - 54.000 No Ice 0.665 0.363 10.00


B From Face 0.000 0.000 0.000

0.0000 55.000 - 54.000 No Ice 0.665 0.363 10.00



Page 10 of 45



Date 07:43:13 01/24/11




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


D From Face 0.000 0.000 0.000

0.0000 55.000 - 54.000 No Ice 0.665 0.363 10.00


A From Face 0.000 0.000 0.000

0.0000 50.000 - 48.000 No Ice 0.378 0.205 84.19


A From Face 0.000 0.000 0.000

0.0000 48.000 - 46.000 No Ice 0.378 0.205 84.19


A From Face 0.000 0.000 0.000

0.0000 46.000 - 44.000 No Ice 0.378 0.205 84.19


A From Face 0.000 0.000 0.000

0.0000 44.000 - 42.000 No Ice 0.378 0.205 84.19


B From Face 0.000 0.000 0.000

0.0000 50.000 - 48.000 No Ice 0.378 0.205 84.19


B From Face 0.000 0.000 0.000

0.0000 48.000 - 46.000 No Ice 0.378 0.205 84.19


C From Face 0.000 0.000 0.000

0.0000 50.000 - 48.000 No Ice 0.378 0.205 84.19


C From Face 0.000 0.000 0.000

0.0000 48.000 - 46.000 No Ice 0.378 0.205 84.19


C From Face 0.000 0.000 0.000

0.0000 46.000 - 44.000 No Ice 0.378 0.205 84.19


C From Face 0.000 0.000 0.000

0.0000 44.000 - 42.000 No Ice 0.378 0.205 84.19


D From Face 0.000 0.000 0.000

0.0000 50.000 - 48.000 No Ice 0.378 0.205 84.19


D From Face 0.000 0.000 0.000

0.0000 48.000 - 46.000 No Ice 0.378 0.205 84.19


D From Face 0.000 0.000 0.000

0.0000 46.000 - 44.000 No Ice 0.378 0.205 84.19


D From Face 0.000 0.000 0.000

0.0000 44.000 - 42.000 No Ice 0.378 0.205 84.19


A From Face 0.000 0.000 0.000

0.0000 41.800 - 40.800 No Ice 0.378 0.205 84.19


A From Face 0.000 0.000 0.000

0.0000 40.800 - 39.800 No Ice 0.378 0.205 84.19


A From Face 0.000 0.000 0.000

0.0000 39.800 - 38.800 No Ice 0.378 0.205 84.19


A From Face 0.000 0.000 0.000

0.0000 38.800 - 37.800 No Ice 0.378 0.205 84.19



Page 11 of 45



Date 07:43:13 01/24/11




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


Radome From Face

0.000 0.000 0.000

0.0000 35.000 1.829 No Ice 2.626 64.86


From Face

0.000 0.000 0.000

0.0000 31.800 2.438 No Ice 4.673 113.85


From Leg

0.000 0.000 0.000

0.0000 31.500 2.438 No Ice 4.673 113.85


From Face

0.000 0.000 0.000

0.0000 26.500 3.048 No Ice 7.293 182.34


From Face

0.000 0.000 0.000

0.0000 23.500 2.438 No Ice 4.673 113.85


From Leg

0.000 0.000 0.000

0.0000 19.000 2.438 No Ice 4.673 113.85


From Leg

0.000 0.000 0.000

0.0000 13.000 1.829 No Ice 2.626 64.86


0.000 0.000 0.000

0.0000 8.500 1.219 No Ice 1.171 90.72


GH = 1.115

Section Elevation

m

z

m

KZ

qz

MPa

AG

m2

Face

AF

m2

AR

m2

Aleg

m2

Leg %

CAAA In

Face m2

CAAA Out Face m2

T1 60.000-56.000

58.000 1.65 0.00 2.653 A B C D

0.9390.9390.9390.939

0.0000.0000.0000.000

0.610 64.9164.9164.9164.91

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T2 56.000-52.000

54.000 1.616 0.00 2.653 A B C D

0.9120.9120.9120.912

0.0000.0000.0000.000

0.610 66.8866.8866.8866.88

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T3 52.000-50.000

51.000 1.59 0.00 2.678 A B C D

0.8690.8690.8690.869

0.0000.0000.0000.000

0.448 51.6351.6351.6351.63

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T4 50.000-45.000

47.500 1.558 0.00 9.912 A B

1.6761.676

0.0000.000

0.760 45.3345.33

0.000 0.000

0.0000.000



Page 12 of 45



Date 07:43:13 01/24/11




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

1.6761.676

0.0000.000

45.3345.33

0.000 0.000

0.0000.000

T5 45.000-40.000

42.500 1.509 0.00 9.912 A B C D

1.6801.6801.6801.680

0.0000.0000.0000.000

0.760 45.2445.2445.2445.24

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T6 40.000-35.000

37.500 1.456 0.00 9.912 A B C D

1.6801.6801.6801.680

0.0000.0000.0000.000

0.760 45.2445.2445.2445.24

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T7 35.000-30.000

32.500 1.398 0.00 9.981 A B C D

1.9341.9341.9341.934

0.0000.0000.0000.000

1.020 52.7552.7552.7552.75

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T8 30.000-25.000

27.500 1.333 0.00 11.174 A B C D

2.1662.1662.1662.166

0.0000.0000.0000.000

1.022 47.1947.1947.1947.19

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T9 25.000-20.000

22.500 1.259 0.00 13.562 A B C D

2.2862.2862.2862.286

0.0000.0000.0000.000

1.018 44.5444.5444.5444.54

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T10 20.000-14.000

17.000 1.162 0.00 19.431 A B C D

2.7502.7502.7502.750

0.0000.0000.0000.000

1.222 44.4444.4444.4444.44

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T11 14.000-8.000

11.000 1.026 0.00 22.880 A B C D

2.9562.9562.9562.956

0.0000.0000.0000.000

1.222 41.3341.3341.3341.33

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T12 8.000-5.000

6.500 1 0.00 13.385 A B C D

2.2602.2602.2602.260

0.0000.0000.0000.000

0.618 27.3727.3727.3727.37

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T13 5.000-0.000

2.500 1 0.00 27.124 A B C D

3.0313.0313.0313.031

0.0000.0000.0000.000

1.031 34.0134.0134.0134.01

0.000 0.000 0.000 0.000

0.0000.0000.0000.000


GH = 1.115

Section Elevation

m

z

m

KZ

qz

MPa

AG

m2

Face

AF

m2

AR

m2

Aleg

m2

Leg %

CAAA In

Face m2

CAAA Out Face m2

T1 60.000-56.000

58.000 1.65 0.00 2.653 A B C D

0.9390.9390.9390.939

0.0000.0000.0000.000

0.610 64.9164.9164.9164.91

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T2 56.000-52.000

54.000 1.616 0.00 2.653 A B C D

0.9120.9120.9120.912

0.0000.0000.0000.000

0.610 66.8866.8866.8866.88

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T3 51.000 1.59 0.00 2.678 A 0.869 0.000 0.448 51.63 0.000 0.000



Page 13 of 45



Date 07:43:13 01/24/11




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

52.000-50.000 B C D

0.8690.8690.869

0.0000.0000.000

51.6351.6351.63

0.000 0.000 0.000

0.0000.0000.000

T4 50.000-45.000

47.500 1.558 0.00 9.912 A B C D

1.6761.6761.6761.676

0.0000.0000.0000.000

0.760 45.3345.3345.3345.33

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T5 45.000-40.000

42.500 1.509 0.00 9.912 A B C D

1.6801.6801.6801.680

0.0000.0000.0000.000

0.760 45.2445.2445.2445.24

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T6 40.000-35.000

37.500 1.456 0.00 9.912 A B C D

1.6801.6801.6801.680

0.0000.0000.0000.000

0.760 45.2445.2445.2445.24

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T7 35.000-30.000

32.500 1.398 0.00 9.981 A B C D

1.9341.9341.9341.934

0.0000.0000.0000.000

1.020 52.7552.7552.7552.75

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T8 30.000-25.000

27.500 1.333 0.00 11.174 A B C D

2.1662.1662.1662.166

0.0000.0000.0000.000

1.022 47.1947.1947.1947.19

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T9 25.000-20.000

22.500 1.259 0.00 13.562 A B C D

2.2862.2862.2862.286

0.0000.0000.0000.000

1.018 44.5444.5444.5444.54

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T10 20.000-14.000

17.000 1.162 0.00 19.431 A B C D

2.7502.7502.7502.750

0.0000.0000.0000.000

1.222 44.4444.4444.4444.44

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T11 14.000-8.000

11.000 1.026 0.00 22.880 A B C D

2.9562.9562.9562.956

0.0000.0000.0000.000

1.222 41.3341.3341.3341.33

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T12 8.000-5.000

6.500 1 0.00 13.385 A B C D

2.2602.2602.2602.260

0.0000.0000.0000.000

0.618 27.3727.3727.3727.37

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T13 5.000-0.000

2.500 1 0.00 27.124 A B C D

3.0313.0313.0313.031

0.0000.0000.0000.000

1.031 34.0134.0134.0134.01

0.000 0.000 0.000 0.000

0.0000.0000.0000.000


Section Elevation

m

Add Weight

kg

Self Weight

kg

F a c e

e CF

RR DF

DR

AE

m2

F

kg

w

kglm

Ctrl. Face

T1 60.000-56.000

3.62 272.42 A B C D

0.354 0.354 0.354 0.354

2.4132.4132.4132.413

0.6340.6340.6340.634

1111

1111

0.9390.9390.9390.939

289.60 72.40 D

T2 56.000-52.000

3.62 261.19 A B C

0.344 0.344 0.344

2.4452.4452.445

0.630.630.63

111

111

0.9120.9120.912

279.10 69.77 D



Page 14 of 45



Date 07:43:13 01/24/11




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 0.344 2.445 0.63 1 1 0.912T3

52.000-50.000 4.46 314.16 A

B C D

0.324 0.324 0.324 0.324

2.5072.5072.5072.507

0.6240.6240.6240.624

1111

1111

0.8690.8690.8690.869

268.32 134.16 D

T4 50.000-45.000

5.37 818.07 A B C D

0.169 0.169 0.169 0.169

3.1173.1173.1173.117

0.5850.5850.5850.585

1111

1111

1.6761.6761.6761.676

630.75 126.15 D

T5 45.000-40.000

5.37 698.48 A B C D

0.169 0.169 0.169 0.169

3.1153.1153.1153.115

0.5850.5850.5850.585

1111

1111

1.6801.6801.6801.680

611.96 122.39 D

T6 40.000-35.000

5.37 698.48 A B C D

0.169 0.169 0.169 0.169

3.1153.1153.1153.115

0.5850.5850.5850.585

1111

1111

1.6801.6801.6801.680

590.46 118.09 D

T7 35.000-30.000

6.26 1054.86 A B C D

0.194 0.194 0.194 0.194

3.0073.0073.0073.007

0.5890.5890.5890.589

1111

1111

1.9341.9341.9341.934

629.87 125.97 D

T8 30.000-25.000

6.26 1147.90 A B C D

0.194 0.194 0.194 0.194

3.0063.0063.0063.006

0.5890.5890.5890.589

1111

1111

2.1662.1662.1662.166

672.60 134.52 D

T9 25.000-20.000

7.16 1373.50 A B C D

0.169 0.169 0.169 0.169

3.1193.1193.1193.119

0.5840.5840.5840.584

1111

1111

2.2862.2862.2862.286

695.44 139.09 D

T10 20.000-14.000

7.16 1787.35 A B C D

0.142 0.142 0.142 0.142

3.2453.2453.2453.245

0.580.580.580.58

1111

1111

2.7502.7502.7502.750

803.25 133.87 D

T11 14.000-8.000

7.16 1734.71 A B C D

0.129 0.129 0.129 0.129

3.3043.3043.3043.304

0.5790.5790.5790.579

1111

1111

2.9562.9562.9562.956

776.48 129.41 D

T12 8.000-5.000

7.16 1202.81 A B C D

0.169 0.169 0.169 0.169

3.1183.1183.1183.118

0.5850.5850.5850.585

1111

1111

2.2602.2602.2602.260

545.85 181.95 D

T13 5.000-0.000

7.16 1791.24 A B C D

0.112 0.112 0.112 0.112

3.3913.3913.3913.391

0.5760.5760.5760.576

1111

1111

3.0313.0313.0313.031

796.23 159.25 D


7589.91


Section Elevation

m

Add Weight

kg

Self Weight

kg

F a c e

e CF

RR DF

DR

AE

m2

F

kg

w

kglm

Ctrl. Face

T1 60.000-56.000

3.62 272.42 A B

0.354 0.354

2.4132.413

0.6340.634

1.21.2

1.21.2

1.1271.127

347.52 86.88 D



Page 15 of 45



Date 07:43:13 01/24/11




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

0.354 0.354

2.4132.413

0.6340.634

1.21.2

1.21.2

1.1271.127

T2 56.000-52.000

3.62 261.19 A B C D

0.344 0.344 0.344 0.344

2.4452.4452.4452.445

0.630.630.630.63

1.21.21.21.2

1.21.21.21.2

1.0941.0941.0941.094

334.91 83.73 D

T3 52.000-50.000

4.46 314.16 A B C D

0.324 0.324 0.324 0.324

2.5072.5072.5072.507

0.6240.6240.6240.624

1.21.21.21.2

1.21.21.21.2

1.0421.0421.0421.042

321.99 160.99 D

T4 50.000-45.000

5.37 818.07 A B C D

0.169 0.169 0.169 0.169

3.1173.1173.1173.117

0.5850.5850.5850.585

1.1271.1271.1271.127

1.1271.1271.1271.127

1.8891.8891.8891.889

710.76 142.15 D

T5 45.000-40.000

5.37 698.48 A B C D

0.169 0.169 0.169 0.169

3.1153.1153.1153.115

0.5850.5850.5850.585

1.1271.1271.1271.127

1.1271.1271.1271.127

1.8931.8931.8931.893

689.75 137.95 D

T6 40.000-35.000

5.37 698.48 A B C D

0.169 0.169 0.169 0.169

3.1153.1153.1153.115

0.5850.5850.5850.585

1.1271.1271.1271.127

1.1271.1271.1271.127

1.8931.8931.8931.893

665.52 133.10 D

T7 35.000-30.000

6.26 1054.86 A B C D

0.194 0.194 0.194 0.194

3.0073.0073.0073.007

0.5890.5890.5890.589

1.1451.1451.1451.145

1.1451.1451.1451.145

2.2152.2152.2152.215

721.40 144.28 D

T8 30.000-25.000

6.26 1147.90 A B C D

0.194 0.194 0.194 0.194

3.0063.0063.0063.006

0.5890.5890.5890.589

1.1451.1451.1451.145

1.1451.1451.1451.145

2.4812.4812.4812.481

770.40 154.08 D

T9 25.000-20.000

7.16 1373.50 A B C D

0.169 0.169 0.169 0.169

3.1193.1193.1193.119

0.5840.5840.5840.584

1.1261.1261.1261.126

1.1261.1261.1261.126

2.5762.5762.5762.576

783.37 156.67 D

T10 20.000-14.000

7.16 1787.35 A B C D

0.142 0.142 0.142 0.142

3.2453.2453.2453.245

0.580.580.580.58

1.1061.1061.1061.106

1.1061.1061.1061.106

3.0423.0423.0423.042

888.51 148.08 D

T11 14.000-8.000

7.16 1734.71 A B C D

0.129 0.129 0.129 0.129

3.3043.3043.3043.304

0.5790.5790.5790.579

1.0971.0971.0971.097

1.0971.0971.0971.097

3.2433.2433.2433.243

851.73 141.96 D

T12 8.000-5.000

7.16 1202.81 A B C D

0.169 0.169 0.169 0.169

3.1183.1183.1183.118

0.5850.5850.5850.585

1.1271.1271.1271.127

1.1271.1271.1271.127

2.5462.5462.5462.546

614.96 204.99 D

T13 5.000-0.000

7.16 1791.24 A B C D

0.112 0.112 0.112 0.112

3.3913.3913.3913.391

0.5760.5760.5760.576

1.0841.0841.0841.084

1.0841.0841.0841.084

3.2853.2853.2853.285

862.95 172.59 D


8563.77




Page 16 of 45



Date 07:43:13 01/24/11




Section Elevation

m

Add Weight

kg

Self Weight

kg

F a c e

e CF

RR DF

DR

AE

m2

F

kg

w

kglm

Ctrl. Face

T1 60.000-56.000

3.62 272.42 A B C D

0.354 0.354 0.354 0.354

2.4132.4132.4132.413

0.6340.6340.6340.634

1111

1111

0.9390.9390.9390.939

72.40 18.10 D

T2 56.000-52.000

3.62 261.19 A B C D

0.344 0.344 0.344 0.344

2.4452.4452.4452.445

0.630.630.630.63

1111

1111

0.9120.9120.9120.912

69.77 17.44 D

T3 52.000-50.000

4.46 314.16 A B C D

0.324 0.324 0.324 0.324

2.5072.5072.5072.507

0.6240.6240.6240.624

1111

1111

0.8690.8690.8690.869

67.08 33.54 D

T4 50.000-45.000

5.37 818.07 A B C D

0.169 0.169 0.169 0.169

3.1173.1173.1173.117

0.5850.5850.5850.585

1111

1111

1.6761.6761.6761.676

157.69 31.54 D

T5 45.000-40.000

5.37 698.48 A B C D

0.169 0.169 0.169 0.169

3.1153.1153.1153.115

0.5850.5850.5850.585

1111

1111

1.6801.6801.6801.680

152.99 30.60 D

T6 40.000-35.000

5.37 698.48 A B C D

0.169 0.169 0.169 0.169

3.1153.1153.1153.115

0.5850.5850.5850.585

1111

1111

1.6801.6801.6801.680

147.62 29.52 D

T7 35.000-30.000

6.26 1054.86 A B C D

0.194 0.194 0.194 0.194

3.0073.0073.0073.007

0.5890.5890.5890.589

1111

1111

1.9341.9341.9341.934

157.47 31.49 D

T8 30.000-25.000

6.26 1147.90 A B C D

0.194 0.194 0.194 0.194

3.0063.0063.0063.006

0.5890.5890.5890.589

1111

1111

2.1662.1662.1662.166

168.15 33.63 D

T9 25.000-20.000

7.16 1373.50 A B C D

0.169 0.169 0.169 0.169

3.1193.1193.1193.119

0.5840.5840.5840.584

1111

1111

2.2862.2862.2862.286

173.86 34.77 D

T10 20.000-14.000

7.16 1787.35 A B C D

0.142 0.142 0.142 0.142

3.2453.2453.2453.245

0.580.580.580.58

1111

1111

2.7502.7502.7502.750

200.81 33.47 D

T11 14.000-8.000

7.16 1734.71 A B C D

0.129 0.129 0.129 0.129

3.3043.3043.3043.304

0.5790.5790.5790.579

1111

1111

2.9562.9562.9562.956

194.12 32.35 D

T12 8.000-5.000

7.16 1202.81 A B C D

0.169 0.169 0.169 0.169

3.1183.1183.1183.118

0.5850.5850.5850.585

1111

1111

2.2602.2602.2602.260

136.46 45.49 D

T13 5.000-0.000

7.16 1791.24 A B C D

0.112 0.112 0.112 0.112

3.3913.3913.3913.391

0.5760.5760.5760.576

1111

1111

3.0313.0313.0313.031

199.06 39.81 D


1897.48




Page 17 of 45



Date 07:43:13 01/24/11




Section

Elevation

m

Add Weight

kg

Self Weight

kg

F a c e

e CF

RR DF

DR

AE

m2

F

kg

w

kglm

Ctrl. Face

T1 60.000-56.000

3.62 272.42 A B C D

0.354 0.354 0.354 0.354

2.4132.4132.4132.413

0.6340.6340.6340.634

1.21.21.21.2

1.21.21.21.2

1.1271.1271.1271.127

86.88 21.72 D

T2 56.000-52.000

3.62 261.19 A B C D

0.344 0.344 0.344 0.344

2.4452.4452.4452.445

0.630.630.630.63

1.21.21.21.2

1.21.21.21.2

1.0941.0941.0941.094

83.73 20.93 D

T3 52.000-50.000

4.46 314.16 A B C D

0.324 0.324 0.324 0.324

2.5072.5072.5072.507

0.6240.6240.6240.624

1.21.21.21.2

1.21.21.21.2

1.0421.0421.0421.042

80.50 40.25 D

T4 50.000-45.000

5.37 818.07 A B C D

0.169 0.169 0.169 0.169

3.1173.1173.1173.117

0.5850.5850.5850.585

1.1271.1271.1271.127

1.1271.1271.1271.127

1.8891.8891.8891.889

177.69 35.54 D

T5 45.000-40.000

5.37 698.48 A B C D

0.169 0.169 0.169 0.169

3.1153.1153.1153.115

0.5850.5850.5850.585

1.1271.1271.1271.127

1.1271.1271.1271.127

1.8931.8931.8931.893

172.44 34.49 D

T6 40.000-35.000

5.37 698.48 A B C D

0.169 0.169 0.169 0.169

3.1153.1153.1153.115

0.5850.5850.5850.585

1.1271.1271.1271.127

1.1271.1271.1271.127

1.8931.8931.8931.893

166.38 33.28 D

T7 35.000-30.000

6.26 1054.86 A B C D

0.194 0.194 0.194 0.194

3.0073.0073.0073.007

0.5890.5890.5890.589

1.1451.1451.1451.145

1.1451.1451.1451.145

2.2152.2152.2152.215

180.35 36.07 D

T8 30.000-25.000

6.26 1147.90 A B C D

0.194 0.194 0.194 0.194

3.0063.0063.0063.006

0.5890.5890.5890.589

1.1451.1451.1451.145

1.1451.1451.1451.145

2.4812.4812.4812.481

192.60 38.52 D

T9 25.000-20.000

7.16 1373.50 A B C D

0.169 0.169 0.169 0.169

3.1193.1193.1193.119

0.5840.5840.5840.584

1.1261.1261.1261.126

1.1261.1261.1261.126

2.5762.5762.5762.576

195.84 39.17 D

T10 20.000-14.000

7.16 1787.35 A B C D

0.142 0.142 0.142 0.142

3.2453.2453.2453.245

0.580.580.580.58

1.1061.1061.1061.106

1.1061.1061.1061.106

3.0423.0423.0423.042

222.13 37.02 D

T11 14.000-8.000

7.16 1734.71 A B C D

0.129 0.129 0.129 0.129

3.3043.3043.3043.304

0.5790.5790.5790.579

1.0971.0971.0971.097

1.0971.0971.0971.097

3.2433.2433.2433.243

212.93 35.49 D

T12 8.000-5.000

7.16 1202.81 A B C D

0.169 0.169 0.169 0.169

3.1183.1183.1183.118

0.5850.5850.5850.585

1.1271.1271.1271.127

1.1271.1271.1271.127

2.5462.5462.5462.546

153.74 51.25 D

T13 5.000-0.000

7.16 1791.24 A B C D

0.112 0.112 0.112 0.112

3.3913.3913.3913.391

0.5760.5760.5760.576

1.0841.0841.0841.084

1.0841.0841.0841.084

3.2853.2853.2853.285

215.74 43.15 D


2140.94



Page 18 of 45



Date 07:43:13 01/24/11




Force Totals

Load Case

Vertical Forces

kg

Sum of Forces

X kg

Sum of Forces

Z kg


kg-m


kg-m

Sum of Torques

kg-m Leg Weight 5550.06 Bracing Weight 7605.10 Total Member Self-Weight 13155.17 211 1190 Gusset Weight 76.12 Total Weight 16201.65 211 1190 Wind 0 deg - No Ice 325.61 -13094.32 -425450 -12136 -1331Wind 45 deg - No Ice 10202.60 -10116.11 -331662 -319510 -416Wind 90 deg - No Ice 13282.46 26.06 -6702 -416877 427Wind 180 deg - No Ice 472.10 12623.87 408618 -6278 1247Total Weight 16201.65 211 1190 Wind 0 deg - Service 81.40 -3273.58 -106204 -2142 -333Wind 45 deg - Service 2550.65 -2529.03 -82757 -78985 -104Wind 90 deg - Service 3320.62 6.51 -1517 -103327 107Wind 180 deg - Service 118.02 3155.97 102313 -677 312


No. Description



No. Elevation

m Component

Type Condition Gov.

Load Comb.

Force

kg

Major Axis Moment

kg-m

Minor Axis Moment

kg-m T1 60 - 56 Leg Max Tension 3 4866.09 6 -1

Max. Compression 3 -5202.07 0 -5 Max. Mx 2 2522.46 12 -3 Max. My 5 3097.51 -4 13 Max. Vy 5 -148.78 0 0 Max. Vx 2 -170.80 0 0 Diagonal Max Tension 5 1094.21 0 0 Max. Compression 2 -1096.66 0 0 Max. Mx 2 395.88 0 0 Max. My 5 7.78 0 0 Max. Vy 2 1.43 0 0 Max. Vx 5 -0.02 0 0 Top Girt Max Tension 5 150.50 0 0 Max. Compression 2 -134.87 0 0 Max. Mx 6 0.51 0 0 Max. My 3 105.96 0 0



Page 19 of 45



Date 07:43:13 01/24/11




Section No.

Elevation m

Component Type

Condition Gov. Load

Comb.

Force

kg

Major Axis Moment

kg-m

Minor Axis Moment

kg-m Max. Vy 6 1.40 0 0 Max. Vx 3 -0.00 0 0

T2 56 - 52 Leg Max Tension 3 14342.60 -4 10 Max. Compression 3 -14650.95 -29 -29 Max. Mx 3 -1436.91 34 -16 Max. My 3 -14650.95 -29 -29 Max. Vy 5 115.38 -24 -24 Max. Vx 5 -41.21 -5 16 Diagonal Max Tension 2 1594.72 0 0 Max. Compression 2 -1633.09 0 0 Max. Mx 2 1190.80 0 0 Max. My 5 -63.45 0 0 Max. Vy 2 1.43 0 0 Max. Vx 5 -0.02 0 0

T3 52 - 50 Leg Max Tension 3 4849.82 -6 -6 Max. Compression 3 -16983.51 -1 -3 Max. Mx 3 -16962.67 -29 -29 Max. My 3 -16962.67 -29 -29 Max. Vy 2 41.66 23 24 Max. Vx 3 38.66 27 27 Diagonal Max Tension 3 7678.81 0 0 Horizontal Max Tension 1 0.00 0 0 Max. Compression 2 -5664.00 0 0 Max. Mx 5 -5661.54 -1 0 Max. My 2 -5664.00 0 0 Max. Vy 5 3.61 0 0 Max. Vx 2 -1.19 0 0 Top Girt Max Tension 1 0.00 0 0 Max. Compression 3 -3823.18 0 0 Max. Mx 5 -973.70 0 0 Max. My 2 -931.26 0 0 Max. Vy 5 1.33 0 0 Max. Vx 2 -0.44 0 0 Inner Bracing Max Tension 3 81.10 0 0 Max. Compression 3 -1635.78 0 0 Max. Mx 1 48.66 0 0 Max. My 5 77.65 0 0 Max. Vy 1 -1.34 0 0 Max. Vx 5 0.00 0 0

T4 50 - 45 Leg Max Tension 3 10307.44 -6 -8 Max. Compression 3 -11389.63 5 5 Max. Mx 3 -1078.09 31 -26 Max. My 3 -174.68 -27 30 Max. Vy 3 -45.25 31 -26 Max. Vx 3 -43.96 -27 30 Diagonal Max Tension 2 1478.66 0 0 Max. Compression 2 -1443.89 0 0 Max. Mx 2 1145.28 -1 0 Max. My 2 -138.31 0 0 Max. Vy 2 2.24 0 0 Max. Vx 2 0.04 0 0 Horizontal Max Tension 3 66.30 -1 0 Max. Compression 3 -67.29 0 0 Max. Mx 5 44.96 2 0 Max. My 2 44.95 2 0 Max. Vy 5 -4.44 2 0 Max. Vx 2 -0.10 2 0 Top Girt Max Tension 2 161.93 0 0 Max. Compression 2 -3167.08 0 0 Max. Mx 1 -1497.72 6 0 Max. My 5 -1493.36 0 0



Page 20 of 45



Date 07:43:13 01/24/11




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 -11.54 0 0 Max. Vx 5 0.00 0 0 Inner Bracing Max Tension 2 67.18 0 0 Max. Compression 3 -407.39 0 0 Max. Mx 1 31.79 3 0 Max. My 4 0.57 0 0 Max. Vy 1 -4.21 0 0 Max. Vx 4 0.04 0 0

T5 45 - 40 Leg Max Tension 3 17146.81 -14 -17 Max. Compression 3 -19062.96 10 9 Max. Mx 3 -1375.65 52 -47 Max. My 3 -156.13 -49 51 Max. Vy 3 -65.16 52 -47 Max. Vx 3 -63.13 -49 51 Diagonal Max Tension 2 1804.68 0 0 Max. Compression 2 -1846.66 0 0 Max. Mx 2 1582.39 -1 0 Max. My 2 -44.71 0 0 Max. Vy 2 2.24 0 0 Max. Vx 2 0.04 0 0 Horizontal Max Tension 5 80.92 3 0 Max. Compression 3 -99.64 -1 0 Max. Mx 5 68.12 3 0 Max. My 5 -29.50 1 -1 Max. Vy 5 5.67 3 0 Max. Vx 5 1.01 1 -1 Top Girt Max Tension 2 22.06 0 0 Max. Compression 2 -83.10 0 0 Max. Mx 1 -20.12 -2 0 Max. My 5 -19.13 0 0 Max. Vy 1 4.39 0 0 Max. Vx 5 -0.00 0 0

T6 40 - 35 Leg Max Tension 3 25631.67 -23 -28 Max. Compression 3 -28346.40 17 16 Max. Mx 3 -1952.70 79 -71 Max. My 3 -256.86 -73 76 Max. Vy 3 -92.33 79 -71 Max. Vx 2 -89.58 -9 -34 Diagonal Max Tension 2 2136.28 0 0 Max. Compression 2 -2171.09 0 0 Max. Mx 2 1948.78 -1 0 Max. My 2 75.88 0 0 Max. Vy 2 2.23 0 0 Max. Vx 2 0.03 0 0 Horizontal Max Tension 5 113.76 5 0 Max. Compression 5 -138.81 -3 0 Max. Mx 5 113.76 5 0 Max. My 5 -16.95 1 -2 Max. Vy 5 7.10 5 0 Max. Vx 5 1.81 0 0 Top Girt Max Tension 5 34.59 0 0 Max. Compression 5 -81.36 0 0 Max. Mx 1 3.66 -2 0 Max. My 5 2.08 0 0 Max. Vy 1 4.39 0 0 Max. Vx 5 -0.00 0 0

T7 35 - 30 Leg Max Tension 3 36542.07 -36 -66 Max. Compression 3 -39292.76 80 78 Max. Mx 3 -2396.80 187 -188 Max. My 3 -202.82 -176 200 Max. Vy 3 366.88 -116 -101



Page 21 of 45



Date 07:43:13 01/24/11




Section No.

Elevation m

Component Type

Condition Gov. Load

Comb.

Force

kg

Major Axis Moment

kg-m

Minor Axis Moment

kg-m Max. Vx 2 322.20 -68 -94 Diagonal Max Tension 2 3260.33 0 0 Max. Compression 2 -3331.99 0 0 Max. Mx 2 2423.27 2 0 Max. My 2 -149.75 0 0 Max. Vy 2 -4.46 0 0 Max. Vx 2 -0.05 0 0 Horizontal Max Tension 3 462.93 3 -1 Max. Compression 3 -552.92 -2 -1 Max. Mx 5 250.54 4 0 Max. My 2 -339.10 1 -2 Max. Vy 5 6.56 4 0 Max. Vx 2 2.03 1 -2 Top Girt Max Tension 2 133.33 0 0 Max. Compression 2 -210.20 0 0 Max. Mx 1 -0.25 -2 0 Max. My 5 -5.69 0 0 Max. Vy 1 4.39 0 0 Max. Vx 5 -0.00 0 0

T8 30 - 25 Leg Max Tension 3 33692.91 -70 -69 Max. Compression 3 -35787.87 59 49 Max. Mx 3 -35591.56 114 98 Max. My 2 -24461.26 -17 -112 Max. Vy 4 268.53 -96 -36 Max. Vx 3 313.44 -105 -98 Diagonal Max Tension 5 6780.66 -5 9 Max. Compression 2 -7754.91 0 0 Max. Mx 3 -3763.34 -14 -21 Max. My 3 -4753.67 -13 23 Max. Vy 3 12.59 -14 -21 Max. Vx 3 -17.19 0 0 Horizontal Max Tension 4 222.41 1 0 Max. Compression 4 -323.19 1 0 Max. Mx 2 27.39 1 0 Max. My 4 -21.24 1 0 Max. Vy 2 3.49 1 0 Max. Vx 4 0.39 1 0 Top Girt Max Tension 2 1494.52 0 0 Max. Compression 2 -1455.83 0 0 Max. Mx 1 36.84 -2 0 Max. My 5 28.85 0 0 Max. Vy 1 4.39 0 0 Max. Vx 5 -0.21 0 0 Redund Horz 1






Max. Compression 3 -53.87 0 0 Max. Mx 1 -0.43 0 0



Page 22 of 45



Date 07:43:13 01/24/11




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 -3.00 0 0 Max. Vy 1 1.03 0 0 Max. Vx 3 -0.00 0 0 Inner Bracing Max Tension 3 107.83 0 0 Max. Compression 3 -58.31 0 0 Max. Mx 1 41.43 6 0 Max. My 4 19.84 0 0 Max. Vy 1 -8.14 0 0 Max. Vx 4 0.05 0 0

T9 25 - 20 Leg Max Tension 3 39633.07 -48 -40 Max. Compression 3 -42897.47 110 99 Max. Mx 5 -28573.68 -116 -22 Max. My 2 -28612.55 -18 -121 Max. Vy 4 -241.99 -116 -21 Max. Vx 3 -284.70 -112 -107 Diagonal Max Tension 3 5933.32 -8 11 Max. Compression 3 -6695.83 0 0 Max. Mx 3 -3159.89 -11 -16 Max. My 3 -3496.68 -10 16 Max. Vy 3 10.71 -11 -16 Max. Vx 3 -11.91 0 0 Horizontal Max Tension 3 226.80 1 0 Max. Compression 4 -285.90 1 0 Max. Mx 2 -0.48 1 0 Max. My 4 -16.35 1 0 Max. Vy 2 3.93 1 0 Max. Vx 4 0.33 1 0 Top Girt Max Tension 2 5500.39 0 0 Max. Compression 2 -5016.35 0 0 Max. Mx 5 -4890.84 9 0 Max. My 5 188.27 0 0 Max. Vy 5 -14.37 0 0 Max. Vx 5 -0.69 0 0 Redund Horz 1






Max. Compression 3 -37.01 0 0 Max. Mx 1 -0.64 0 0 Max. My 3 -2.82 0 0 Max. Vy 1 1.25 0 0 Max. Vx 3 -0.00 0 0 Inner Bracing Max Tension 2 106.41 0 0 Max. Compression 2 -106.41 0 0 Max. Mx 1 83.30 7 0 Max. My 4 12.44 0 0 Max. Vy 1 -7.74 0 0 Max. Vx 4 0.04 0 0

T10 20 - 14 Leg Max Tension 3 45332.08 -89 -89



Page 23 of 45



Date 07:43:13 01/24/11




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 -49461.58 95 94 Max. Mx 4 -30487.87 -126 -29 Max. My 2 -32409.60 -16 -127 Max. Vy 5 241.00 -123 -12 Max. Vx 4 237.37 -17 -120 Diagonal Max Tension 3 5457.55 -7 9 Max. Compression 3 -6327.53 0 0 Max. Mx 3 -2331.61 -10 14 Max. My 3 -2544.62 -10 -14 Max. Vy 3 9.22 -10 -14 Max. Vx 3 -8.72 0 0 Horizontal Max Tension 3 100.29 2 0 Max. Compression 2 -201.04 1 0 Max. Mx 2 -8.92 2 0 Max. My 5 -48.13 2 0 Max. Vy 2 4.69 2 0 Max. Vx 5 0.30 2 0 Top Girt Max Tension 2 5196.71 0 0 Max. Compression 2 -4685.57 0 0 Max. Mx 5 5021.41 12 0 Max. My 2 364.79 0 -1 Max. Vy 5 -17.20 0 0 Max. Vx 2 0.82 0 0 Redund Horz 1






Max. Compression 3 -27.59 0 0 Max. Mx 1 -1.08 0 0 Max. My 3 -1.64 0 0 Max. Vy 1 1.50 0 0 Max. Vx 3 -0.00 0 0 Inner Bracing Max Tension 2 99.40 0 0 Max. Compression 2 -99.40 0 0 Max. Mx 1 89.55 9 0 Max. My 4 11.12 0 0 Max. Vy 1 -9.26 0 0 Max. Vx 4 -0.03 0 0

T11 14 - 8 Leg Max Tension 3 45236.38 -84 -75 Max. Compression 3 -49475.30 113 112 Max. Mx 3 -49475.30 113 112 Max. My 3 -49475.30 113 112 Max. Vy 2 173.27 -100 -26 Max. Vx 5 160.59 -28 -95 Diagonal Max Tension 2 9075.56 -7 -8 Max. Compression 2 -10493.30 0 0 Max. Mx 3 -6066.06 -16 22 Max. My 2 -9463.37 -9 25 Max. Vy 3 14.15 -16 22



Page 24 of 45



Date 07:43:13 01/24/11




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 14.94 0 0 Horizontal Max Tension 3 77.76 2 0 Max. Compression 3 -221.86 2 0 Max. Mx 2 -48.84 2 0 Max. My 2 -50.62 2 0 Max. Vy 2 5.38 2 0 Max. Vx 2 0.31 2 0 Top Girt Max Tension 2 7666.91 0 0 Max. Compression 2 -6873.60 0 0 Max. Mx 1 373.73 17 0 Max. My 2 587.87 0 -1 Max. Vy 1 -19.73 0 0 Max. Vx 2 0.94 0 0 Redund Horz 1







T12 8 - 5 Leg Max Tension 3 46715.77 12 12 Max. Compression 3 -52024.98 -16 -16 Max. Mx 3 -51363.49 113 111 Max. My 3 -51363.49 113 111 Max. Vy 3 286.20 -103 -102 Max. Vx 3 283.44 -103 -102 Diagonal Max Tension 3 8109.01 0 0 Max. Compression 3 -8840.15 -30 39 Max. Mx 3 -8447.91 -30 -39 Max. My 3 -8840.15 -30 39 Max. Vy 3 -38.13 -30 -39 Max. Vx 3 43.82 2 0 Top Girt Max Tension 2 7677.09 0 0 Max. Compression 2 -6706.50 0 0 Max. Mx 1 495.64 31 0 Max. My 5 528.54 0 -4 Max. Vy 1 -30.21 0 0 Max. Vx 5 3.64 0 0 Redund Horz 1





Page 25 of 45



Date 07:43:13 01/24/11




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 39.90 0 0 Max. My 2 -320.14 0 0 Max. Vy 1 1.34 0 0 Max. Vx 2 -0.16 0 0 Redund Horz 2


Max. Compression 3 -785.94 0 0 Max. Mx 1 39.90 -1 0 Max. My 2 -114.46 0 0 Max. Vy 1 2.68 0 0 Max. Vx 2 -0.32 0 0 Redund Horz 3










Max. Compression 3 -117.75 0 0 Max. Mx 1 2.78 0 0 Max. My 3 5.57 0 0 Max. Vy 1 1.91 0 0 Max. Vx 3 -0.00 0 0 Redund Hip 2


Max. Compression 3 -71.36 0 0 Max. Mx 1 -8.92 -2 0 Max. My 3 -9.63 0 0 Max. Vy 1 3.81 0 0 Max. Vx 3 -0.00 0 0

T13 5 - 0 Leg Max Tension 3 46527.14 -6 -8 Max. Compression 3 -52647.37 0 1 Max. Mx 2 -36021.82 -110 19 Max. My 2 -34309.95 22 -110 Max. Vy 2 73.49 99 -17 Max. Vx 2 75.87 -26 103 Diagonal Max Tension 2 7410.27 7 5 Max. Compression 3 -8825.18 6 -2



Page 26 of 45



Date 07:43:13 01/24/11




Section No.

Elevation m

Component Type

Condition Gov. Load

Comb.

Force

kg

Major Axis Moment

kg-m

Minor Axis Moment

kg-m Max. Mx 3 -3149.70 51 -113 Max. My 3 -3089.38 37 -138 Max. Vy 3 -31.52 51 -113 Max. Vx 3 -71.84 0 0 Top Girt Max Tension 3 37.07 7 -1 Max. Compression 3 -180.36 7 -1 Max. Mx 2 -37.28 7 -1 Max. My 3 -86.10 5 -1 Max. Vy 2 13.70 7 -1 Max. Vx 3 1.88 5 -1 Redund Horz 1


Max. Compression 3 -795.36 0 0 Max. Mx 3 795.36 0 0 Max. My 3 -185.20 0 0 Max. Vy 3 -0.90 0 0 Max. Vx 3 0.11 0 0 Redund Horz 2


Max. Compression 3 -795.36 0 0 Max. Mx 3 795.36 -1 0 Max. My 2 -115.30 0 0 Max. Vy 3 2.10 0 0 Max. Vx 2 -0.25 0 0 Redund Diag 1






Max. Compression 5 -48.85 0 0 Max. Mx 1 -4.40 -1 0 Max. My 3 28.01 0 0 Max. Vy 1 2.54 0 0 Max. Vx 3 0.00 0 0 Redund Hip 2


Max. Compression 5 -73.16 0 0 Max. Mx 1 -6.98 -3 0 Max. My 3 -16.83 0 0 Max. Vy 1 5.08 0 0 Max. Vx 3 0.00 0 0 Inner Bracing Max Tension 3 196.65 0 0 Max. Compression 3 -228.28 0 0 Max. Mx 1 0.47 -13 0 Max. My 3 195.15 0 0 Max. Vy 1 10.78 0 0 Max. Vx 3 -0.04 0 0



Page 27 of 45



Date 07:43:13 01/24/11




Maximum Reactions


Comb.

Vertical kg

Horizontal, X kg

Horizontal, Z kg






Load Combination

Vertical

kg

Shearx

kg

Shearz

kg


kg-m


kg-m

Torque

kg-m Dead Only 16201.65 0.05 -0.05 211 1189 0Dead+Wind 0 deg - No Ice 16200.60 325.56 -13096.02 -426977 -12167 -1342Dead+Wind 45 deg - No Ice 16201.50 10202.78 -10115.54 -332888 -320614 -424Dead+Wind 90 deg - No Ice 16200.49 13284.28 26.05 -6740 -418298 431Dead+Wind 180 deg - No Ice 16200.89 472.07 12625.14 410072 -6268 1259Dead+Wind 0 deg - Service 16201.65 81.40 -3273.36 -106580 -2145 -336Dead+Wind 45 deg - Service 16201.65 2550.49 -2528.85 -83055 -79249 -106Dead+Wind 90 deg - Service 16201.65 3320.41 6.52 -1525 -103670 107Dead+Wind 180 deg - Service 16201.65 118.03 3155.75 102677 -669 315

Solution Summary

Load Comb.


kg PY kg

PZ kg

PX kg

PY kg

PZ kg

1 0.00 -16201.65 -0.00 -0.05 16201.65 0.05 0.000% 2 325.61 -16201.65 -13094.32 -325.56 16200.60 13096.02 0.010% 3 10202.60 -16201.65 -10116.11 -10202.78 16201.50 10115.54 0.003% 4 13282.46 -16201.65 26.06 -13284.28 16200.49 -26.05 0.010% 5 472.10 -16201.65 12623.87 -472.07 16200.89 -12625.14 0.007%



Page 28 of 45



Date 07:43:13 01/24/11




Load

Comb.


kg PY kg

PZ kg

PX kg

PY kg

PZ kg

6 81.40 -16201.65 -3273.58 -81.40 16201.65 3273.36 0.001% 7 2550.65 -16201.65 -2529.03 -2550.49 16201.65 2528.85 0.001% 8 3320.62 -16201.65 6.51 -3320.41 16201.65 -6.52 0.001% 9 118.02 -16201.65 3155.97 -118.03 16201.65 -3155.75 0.001%


Load Combination



Force Tolerance

1 Yes 6 0.00000001 0.00004241 2 Yes 17 0.00012022 0.00012324 3 Yes 24 0.00004933 0.00014288 4 Yes 17 0.00013609 0.00013814 5 Yes 16 0.00009865 0.00012148 6 Yes 14 0.00000001 0.00010756 7 Yes 14 0.00000001 0.00010746 8 Yes 14 0.00000001 0.00010593 9 Yes 14 0.00000001 0.00010792


Section No.

Elevation

m

Horz. Deflection

mm

Gov. Load

Comb.

Tilt °

Twist °

T1 60 - 56 158.43 7 0.3527 0.0288 T2 56 - 52 134.06 7 0.3353 0.0276 T3 52 - 50 112.35 7 0.2662 0.0093 T4 50 - 45 103.90 7 0.2399 0.0091 T5 45 - 40 83.13 7 0.2268 0.0088 T6 40 - 35 63.78 7 0.2045 0.0084 T7 35 - 30 46.75 7 0.1710 0.0075 T8 30 - 25 32.93 7 0.1358 0.0069 T9 25 - 20 22.06 7 0.1055 0.0047

T10 20 - 14 13.56 7 0.0816 0.0030 T11 14 - 8 5.77 7 0.0585 0.0013 T12 8 - 5 0.93 7 0.0281 0.0006 T13 5 - 0 0.36 7 0.0151 0.0004


Elevation

m


Comb.

Deflection

mm

Tilt °

Twist °

Radius of Curvature

m 61.500 ANTENA PANEL UHF 0.48x0.983 7 158.43 0.3527 0.0288 24467 60.000 ANTENA PANEL UHF 0.48x0.983 7 158.43 0.3527 0.0288 24467 59.500 ANTENA PANEL UHF 0.48x0.983 7 155.35 0.3524 0.0294 24467 59.000 ANTENA PANEL UHF 0.48x0.983 7 152.27 0.3519 0.0299 24467 58.500 ANTENA PANEL UHF 0.48x0.983 7 149.20 0.3511 0.0303 24467



Page 29 of 45



Date 07:43:13 01/24/11




Elevation

m


Comb.

Deflection

mm

Tilt °

Twist °

Radius of Curvature

m 58.000 ANTENA PANEL UHF 0.48x0.983 7 146.14 0.3497 0.0305 18644 57.500 ANTENA PANEL UHF 0.48x0.983 7 143.09 0.3476 0.0304 14915 57.000 ANTENA PANEL UHF 0.48x0.983 7 140.06 0.3446 0.0299 12283 56.500 ANTENA PANEL UHF 0.48x0.983 7 137.05 0.3406 0.0290 9899 56.000 ANTENA PANEL UHF 0.48x0.983 7 134.06 0.3353 0.0276 7642 55.500 ANTENA PANEL UHF 0.48x0.983 7 131.10 0.3287 0.0256 5739 55.000 ANTENA PANEL UHF 0.48x0.983 7 128.18 0.3210 0.0232 4389 54.500 ANTENA PANEL UHF 0.48x0.983 7 125.31 0.3124 0.0205 3488 54.000 ANTENA PANEL UHF 0.48x0.983 7 122.52 0.3033 0.0177 2886 50.000 ANTENA PANEL FM KATHREIN 7 103.90 0.2399 0.0091 88163 49.000 ANTENA PANEL FM KATHREIN 7 99.77 0.2330 0.0094 22299 48.000 ANTENA PANEL FM KATHREIN 7 95.60 0.2296 0.0095 65537 47.000 ANTENA PANEL FM KATHREIN 7 91.41 0.2282 0.0093 54354 46.000 ANTENA PANEL FM KATHREIN 7 87.24 0.2277 0.0090 19415 45.000 ANTENA PANEL FM KATHREIN 7 83.13 0.2268 0.0088 13018 44.000 ANTENA PANEL FM KATHREIN 7 79.09 0.2245 0.0086 11779 43.000 ANTENA PANEL FM KATHREIN 7 75.14 0.2209 0.0085 11745 42.000 ANTENA PANEL FM KATHREIN 7 71.27 0.2161 0.0085 11760 41.800 (2) ANTENA PANEL FM

KATHREIN 7 70.50 0.2150 0.0085 11763


7 68.61 0.2123 0.0085 11769


7 66.73 0.2094 0.0085 11735


7 64.88 0.2063 0.0084 11582


7 63.05 0.2032 0.0084 11243


7 61.24 0.2001 0.0083 10740


7 59.45 0.1968 0.0083 10175


7 57.68 0.1936 0.0082 9630


7 55.94 0.1903 0.0081 9138



Section No.

Elevation

m

Horz. Deflection

mm

Gov. Load

Comb.

Tilt °

Twist °

T1 60 - 56 643.27 3 1.4309 0.0724 T2 56 - 52 544.38 3 1.3611 0.0674 T3 52 - 50 456.21 3 1.0837 0.0375 T4 50 - 45 421.88 3 0.9751 0.0364 T5 45 - 40 337.47 3 0.9226 0.0352 T6 40 - 35 258.77 3 0.8323 0.0339



Page 30 of 45



Date 07:43:13 01/24/11




Section No.

Elevation

m

Horz. Deflection

mm

Gov. Load

Comb.

Tilt °

Twist °

T7 35 - 30 189.54 3 0.6951 0.0304 T8 30 - 25 133.40 3 0.5511 0.0278 T9 25 - 20 89.37 3 0.4275 0.0191

T10 20 - 14 55.02 3 0.3302 0.0119 T11 14 - 8 23.61 3 0.2362 0.0053 T12 8 - 5 4.10 3 0.1135 0.0025 T13 5 - 0 1.36 2 0.0605 0.0017


Elevation

m


Comb.

Deflection

mm

Tilt °

Twist °

Radius of Curvature

m 61.500 ANTENA PANEL UHF 0.48x0.983 3 643.27 1.4309 0.0724 6124 60.000 ANTENA PANEL UHF 0.48x0.983 3 643.27 1.4309 0.0724 6124 59.500 ANTENA PANEL UHF 0.48x0.983 3 630.77 1.4295 0.0730 6124 59.000 ANTENA PANEL UHF 0.48x0.983 3 618.29 1.4274 0.0734 6124 58.500 ANTENA PANEL UHF 0.48x0.983 3 605.83 1.4240 0.0736 6124 58.000 ANTENA PANEL UHF 0.48x0.983 3 593.41 1.4184 0.0734 4666 57.500 ANTENA PANEL UHF 0.48x0.983 3 581.05 1.4100 0.0728 3733 57.000 ANTENA PANEL UHF 0.48x0.983 3 568.74 1.3981 0.0717 3074 56.500 ANTENA PANEL UHF 0.48x0.983 3 556.52 1.3820 0.0699 2478 56.000 ANTENA PANEL UHF 0.48x0.983 3 544.38 1.3611 0.0674 1913 55.500 ANTENA PANEL UHF 0.48x0.983 3 532.36 1.3348 0.0640 1436 55.000 ANTENA PANEL UHF 0.48x0.983 3 520.50 1.3040 0.0600 1098 54.500 ANTENA PANEL UHF 0.48x0.983 3 508.87 1.2697 0.0557 873 54.000 ANTENA PANEL UHF 0.48x0.983 3 497.52 1.2331 0.0513 722 50.000 ANTENA PANEL FM KATHREIN 3 421.88 0.9751 0.0364 22166 49.000 ANTENA PANEL FM KATHREIN 3 405.13 0.9466 0.0367 5306 48.000 ANTENA PANEL FM KATHREIN 3 388.18 0.9325 0.0366 14982 47.000 ANTENA PANEL FM KATHREIN 3 371.16 0.9272 0.0362 13706 46.000 ANTENA PANEL FM KATHREIN 3 354.21 0.9257 0.0357 4854 45.000 ANTENA PANEL FM KATHREIN 3 337.47 0.9226 0.0352 3234 44.000 ANTENA PANEL FM KATHREIN 3 321.05 0.9136 0.0349 2930 43.000 ANTENA PANEL FM KATHREIN 3 304.97 0.8989 0.0347 2932 42.000 ANTENA PANEL FM KATHREIN 3 289.23 0.8797 0.0345 2947 41.800 (2) ANTENA PANEL FM

KATHREIN 3 286.12 0.8754 0.0345 2950


3 278.42 0.8641 0.0343 2957


3 270.79 0.8523 0.0342 2953


3 263.26 0.8399 0.0340 2915


3 255.80 0.8272 0.0337 2824


3 248.43 0.8143 0.0335 2687


3 241.16 0.8011 0.0331 2534


3 233.98 0.7877 0.0327 2386


3 226.91 0.7741 0.0324 2255

35.000 6 FT DISH 3 189.54 0.6951 0.0304 1775 31.800 8 FT DISH 3 152.08 0.6018 0.0292 1925 31.500 8 FT DISH 3 148.86 0.5932 0.0290 1947



Page 31 of 45



Date 07:43:13 01/24/11




Elevation

m


Comb.

Deflection

mm

Tilt °

Twist °

Radius of Curvature

m 26.500 HP10-59W 3 101.45 0.4619 0.0219 2400 23.500 8 FT DISH 3 78.17 0.3954 0.0166 2803 19.000 8 FT DISH 3 49.09 0.3143 0.0107 3542 13.000 HP6-107G 3 19.34 0.2174 0.0046 3047 8.500 Andrew KP4/KP4F 3 5.04 0.1235 0.0027 1573

Bolt Design Data

Section No.

Elevation

m

Component Type

Bolt Grade

Bolt Size

mm

NumberOf

Bolts

MaximumLoad per

Bolt kg

AllowableLoad

kg

Ratio Load

Allowable

Allowable Ratio

Criteria

T1 60 Leg A325N 16 8 166.44 5528.16 0.030 1.333 Bearing



T2 56 Leg A325N 16 8 1544.52 5528.16 0.279 1.333 Bearing


T3 52 Leg A325N 16 10 3396.70 5528.16 0.614 1.333 Bearing


Horizontal A325N 16 2 2832.00 2922.37 0.969 1.333 Bolt Shear


T4 50 Leg A325N 16 8 2140.09 5528.16 0.387 1.333 Bearing




T5 45 Leg A325N 16 8 3849.99 5528.16 0.696 1.333 Bearing




T6 40 Leg A325N 16 12 3996.28 5528.16 0.723 1.333 Bearing




T7 35 Leg A325N 16 12 5647.50 5528.16 1.022 1.333 Bearing




T8 30 Leg A325N 16 12 5962.11 5528.16 1.079 1.333 Bearing




T9 25 Leg A325N 16 12 7089.33 5844.72 1.213 1.333 Bolt DS



Page 32 of 45



Date 07:43:13 01/24/11




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




T10 20 Leg A325N 16 16 6144.82 5844.72 1.051 1.333 Bolt DS




T11 14 Leg A325N 16 16 6152.80 5844.72 1.053 1.333 Bolt DS




T12 8 Leg A325N 16 16 6422.87 5844.72 1.099 1.333 Bolt DS



T13 5 Leg A325N 16 16 6544.89 5844.72 1.120 1.333 Bolt DS



Compression Checks


Section No.

Elevation

m

Size

L

m

Lu

m

Kl/r

Fa

MPa

A

mm2

Actual P kg

Allow. Pa kg

Ratio P Pa

T1 60 - 56 L76x76x6 4.000 0.500 44.3 K=1.33

174 929 -5202.07 16465.77 0.316

T2 56 - 52 L76x76x6 4.000 0.500 44.3 K=1.33

174 929 -14650.95 16465.77 0.890

T3 52 - 50 L102x102x6 2.207 1.104 54.6 K=1.00

141 1252 -16983.50 17975.92 0.945

T4 50 - 45 2L76x76x6.4 5.000 1.250 83.1 K=1.00

127 1855 -11389.62 23982.34 0.475

T5 45 - 40 2L76x76x6.4 5.000 1.250 83.1 K=1.00

127 1855 -19062.95 23982.34 0.795

T6 40 - 35 2L76x76x6.4 5.000 1.250 83.1 K=1.00

127 1855 -28346.40 23982.34 1.182

T7 35 - 30 2L102x102x6.4 5.000 1.250 61.9 K=1.00

134 2503 -39292.77 34249.18 1.147

T8 30 - 25 2L102x102x6.4 5.011 1.253 62.0 K=1.00

134 2503 -35787.86 34217.84 1.046



Page 33 of 45



Date 07:43:13 01/24/11




Section No.

Elevation

m

Size

L

m

Lu

m

Kl/r

Fa

MPa

A

mm2

Actual P kg

Allow. Pa kg

Ratio P Pa

T9 25 - 20 2L102x102x7.9 5.011 1.253 62.4 K=1.00

154 3097 -42897.47 48576.58 0.883

T10 20 - 14 2L102x102x9.5 6.014 1.503 75.1 K=1.00

138 3690 -49461.54 51817.05 0.955

T11 14 - 8 L102x102x13 6.014 1.503 56.8 K=0.75

160 2419 -49475.15 39567.33 1.250

T12 8 - 5 L102x102x13 3.043 0.761 38.3 K=1.00

180 2419 -52024.79 44340.62 1.173

T13 5 - 0 2L102x102x9.5 5.072 1.691 84.5 K=1.00

125 3690 -52647.57 46969.05 1.121


Section No.

Elevation

m

Size

L

m

Lu

m

Kl/r

Fa

MPa

A

mm2

Actual P kg

Allow. Pa kg

Ratio P Pa

T1 60 - 56 L51x51x4.8 0.796 0.699 69.8 K=1.00

145 461 -1096.66 6802.07 0.161

T2 56 - 52 L51x51x4.8 0.796 0.699 69.8 K=1.00

145 461 -1633.09 6802.07 0.240

T4 50 - 45 L51x51x4.8 1.582 1.520 151.9 K=1.00

45 461 -1443.89 2098.77 0.688

T5 45 - 40 L51x51x4.8 1.582 1.520 151.9 K=1.00

45 461 -1846.67 2098.77 0.880

T6 40 - 35 L51x51x4.8 1.582 1.520 151.9 K=1.00

45 461 -2171.09 2098.77 1.034

T7 35 - 30 2L51x51x5 1.582 1.499 95.7 K=1.00

108 923 -3332.00 10181.47 0.327

T8 30 - 25 2L51x51x5 2.779 1.390 88.7 K=1.00

119 923 -7754.89 11170.80 0.694

T9 25 - 20 2L51x51x5 2.891 1.446 92.2 K=1.00

113 923 -6695.84 10671.90 0.627

T10 20 - 14 2L51x51x5 3.468 1.734 110.6 K=1.00

84 923 -6327.52 7913.10 0.800

T11 14 - 8 2L51x51x6 3.620 1.810 117.0 K=1.00

75 1213 -10493.32 9303.27 1.128

T12 8 - 5 2L64x64x5 3.635 0.909 46.0 K=1.00

172 1161 -8840.15 20361.95 0.434

T13 5 - 0 L76x76x7.9 5.854 1.951 130.4 K=1.00

61 1148 -8825.19 7086.11 1.245


Section No.

Elevation

m

Size

L

m

Lu

m

Kl/r

Fa

MPa

A

mm2

Actual P kg

Allow. Pa kg

Ratio P Pa

T3 52 - 50 L51x51x6.4 1.280 1.178 118.7 73 605 -4436.40 4512.90 0.983*



Page 34 of 45



Date 07:43:13 01/24/11




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 T4 50 - 45 L51x51x4.8 1.940 0.932 93.1

K=1.00 112 461 -67.29 5272.42 0.013

T5 45 - 40 L51x51x4.8 1.940 1.864 118.9 K=1.00

73 461 -99.64 3423.49 0.029

T6 40 - 35 L51x51x4.8 1.940 1.864 118.9 K=1.00

73 461 -138.81 3423.49 0.041

T7 35 - 30 L51x51x4.8 1.940 1.838 117.3 K=1.00

75 461 -552.92 3521.03 0.157

T8 30 - 25 L51x51x4.8 2.178 1.038 103.7 K=1.00

95 461 -323.19 4484.32 0.072

T9 25 - 20 L51x51x4.8 2.655 1.277 127.6 K=1.00

63 461 -285.90 2974.65 0.096

T10 20 - 14 L51x51x4.8 3.181 1.539 153.8 K=1.00

44 461 -201.04 2046.69 0.098

T11 14 - 8 L51x51x4.8 3.754 1.826 182.5 K=1.00

31 461 -221.86 1454.81 0.152

* DL controls


Section No.

Elevation

m

Size

L

m

Lu

m

Kl/r

Fa

MPa

A

mm2

Actual P kg

Allow. Pa kg

Ratio P Pa

T1 60 - 56 L51x51x4.8 0.620 0.544 54.3 K=1.00

163 461 -134.87 7673.47 0.018

T3 52 - 50 L51x51x4.8 0.620 0.544 54.3 K=1.00

163 461 -3823.18 7673.47 0.498

T4 50 - 45 2L51x51x6 1.940 1.838 85.3 K=1.00

124 1213 -3167.08 15300.22 0.207

T5 45 - 40 L51x51x4.8 1.940 1.864 118.9 K=1.00

73 461 -83.10 3423.49 0.024

T6 40 - 35 L51x51x4.8 1.940 1.864 118.9 K=1.00

73 461 -81.36 3423.49 0.024

T7 35 - 30 L51x51x4.8 1.940 1.864 118.9 K=1.00

73 461 -210.20 3423.49 0.061

T8 30 - 25 L51x51x4.8 1.940 1.838 117.3 K=1.00

75 461 -1455.83 3521.03 0.413

T9 25 - 20 2L51x51x6 2.417 2.315 107.4 K=1.00

89 1213 -5016.37 11049.83 0.454

T10 20 - 14 2L51x51x6 2.894 2.792 129.5 K=1.00

61 1213 -4685.57 7594.54 0.617

T11 14 - 8 2L64x64x5 3.467 3.365 127.4 K=1.00

63 1161 -6873.60 7511.90 0.915

T12 8 - 5 2L64x64x6 4.040 3.938 147.7 K=1.00

47 1535 -6706.50 7392.65 0.907

T13 5 - 0 L76x76x6.4 4.763 2.331 98.7 K=1.00

104 929 -180.36 9806.22 0.018



Page 35 of 45



Date 07:43:13 01/24/11




Section No.

Elevation

m

Size

L

m

Lu

m

Kl/r

Fa

MPa

A

mm2

Actual P kg

Allow. Pa kg

Ratio P Pa


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 30 - 25 L38x38x3.2 0.545 0.494 65.6 K=1.00

150 232 -537.43 3543.23 0.152

T9 25 - 20 L38x38x3.2 0.664 0.613 81.5 K=1.00

129 232 -644.19 3050.35 0.211

T10 20 - 14 L38x38x3.2 0.795 0.744 98.9 K=1.00

103 232 -742.77 2437.17 0.305

T11 14 - 8 L38x38x3.2 0.938 0.888 118.0 K=1.00

74 232 -742.97 1748.88 0.425

T12 8 - 5 L51x51x4.8 0.595 0.545 54.4 K=1.00

163 461 -785.94 7669.39 0.102

T13 5 - 0 L38x38x3.2 0.794 0.743 98.8 K=1.00

103 232 -795.36 2443.59 0.325


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 8 - 5 L51x51x4.8 1.191 1.140 113.9 K=1.00

79 461 -785.94 3732.60 0.211

T13 5 - 0 L44x44x3.2 1.588 1.537 174.5 K=1.00

34 272 -795.36 938.84 0.847


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 8 - 5 L51x51x4.8 1.786 1.735 173.4 K=1.00

34 461 -785.94 1610.73 0.488




Page 36 of 45



Date 07:43:13 01/24/11




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 30 - 25 L51x51x3.2 1.390 1.250 123.8 K=1.00

67 312 -685.65 2142.39 0.320

T9 25 - 20 L51x51x3.2 1.446 1.329 131.6 K=1.00

59 312 -701.33 1893.32 0.370

T10 20 - 14 L51x51x3.2 1.734 1.617 160.2 K=1.00

40 312 -809.86 1278.76 0.633

T11 14 - 8 L51x51x3.2 1.810 1.708 169.2 K=1.00

36 312 -716.45 1146.08 0.625

T12 8 - 5 L51x51x4.8 1.020 0.945 94.5 K=1.00

110 461 -673.41 5176.94 0.130

T13 5 - 0 L51x51x6.4 1.780 1.636 164.7 K=1.00

38 605 -891.87 2341.94 0.381


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 8 - 5 L51x51x4.8 1.487 1.428 142.7 K=1.00

51 461 -490.82 2377.18 0.206

T13 5 - 0 L51x51x4.8 2.177 2.098 209.7 K=1.00

23 461 -545.37 1101.61 0.495


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 8 - 5 L51x51x4.8 2.023 1.968 196.7 K=1.00

27 461 -450.42 1252.18 0.360


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 30 - 25 L44x44x3.2 0.770 0.770 87.4 K=1.00

118 272 -53.87 3278.29 0.016

T9 25 - 20 L44x44x3.2 0.939 0.939 106.6 K=1.00

90 272 -37.01 2510.07 0.015

T10 20 - 14 L44x44x3.2 1.124 1.124 127.6 K=1.00

63 272 -27.59 1753.73 0.016

T11 14 - 8 L51x51x3.2 1.327 1.327 131.4 K=1.00

60 312 -48.11 1899.55 0.025



Page 37 of 45



Date 07:43:13 01/24/11




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 8 - 5 L51x51x4.8 0.842 0.842 84.1 K=1.00

125 461 -117.75 5893.84 0.020

T13 5 - 0 L51x51x4.8 1.123 1.123 112.2 K=1.00

82 461 -48.85 3848.52 0.013


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 8 - 5 L51x51x4.8 1.684 1.684 168.3 K=1.00

36 461 -71.36 1710.46 0.042

T13 5 - 0 L51x51x4.8 2.245 2.245 224.4 K=1.00

20 461 -73.16 962.13 0.076


Section No.

Elevation

m

Size

L

m

Lu

m

Kl/r

Fa

MPa

A

mm2

Actual P kg

Allow. Pa kg

Ratio P Pa

T3 52 - 50 L51x51x3.2 0.877 0.801 79.3 K=1.00

118 312 -1552.85 3769.79 0.412*

T4 50 - 45 L51x51x3.2 2.744 2.642 261.6 K=1.00

15 312 -385.83 479.27 0.805*

KL/R > 250 (C) - 112 T8 30 - 25 L51x51x6.4 2.744 2.642 266.0

K=1.00 15 605 -30.88 898.08 0.034

KL/R > 250 (C) - 315 T9 25 - 20 L51x51x4.8 3.418 3.316 331.4

K=1.00 9 461 -106.41 441.08 0.241

KL/R > 250 (C) - 390 T10 20 - 14 L51x51x4.8 4.093 3.991 398.8

K=1.00 6 461 -99.40 304.50 0.326

KL/R > 250 (C) - 465 T11 14 - 8 L51x51x4.8 4.903 4.801 479.8

K=1.00 4 461 -145.81 210.39 0.693

KL/R > 250 (C) - 540 T13 5 - 0 L51x51x4.8 3.368 3.368 336.5

K=1.00 9 461 -228.28 427.61 0.534

KL/R > 250 (C) - 692

* DL controls

Tension Checks



Page 38 of 45



Date 07:43:13 01/24/11





Section No.

Elevation

m

Size

L

m

Lu

m

Kl/r

Fa

MPa

A

mm2

Actual P kg

Allow. Pa kg

Ratio P Pa

T1 60 - 56 L76x76x6 4.000 0.500 21.2 224 687 4866.10 15699.97 0.310

T2 56 - 52 L76x76x6 4.000 0.500 21.2 224 687 14342.59 15699.97 0.914

T3 52 - 50 L102x102x6 2.207 1.104 34.8 224 1010 4849.81 23070.85 0.210

T4 50 - 45 2L76x76x6.4 5.000 1.250 52.9 224 1613 10307.44 36854.39 0.280

T5 45 - 40 2L76x76x6.4 5.000 1.250 52.9 224 1613 17146.79 36854.39 0.465

T6 40 - 35 2L76x76x6.4 5.000 1.250 52.9 224 1613 25631.70 36854.39 0.695

T7 35 - 30 2L102x102x6.4 5.000 1.250 39.4 224 2261 36542.09 51670.08 0.707

T8 30 - 25 2L102x102x6.4 5.011 1.253 39.5 224 2261 33692.90 51670.08 0.652

T9 25 - 20 2L102x102x7.9 5.011 1.253 39.8 224 2794 39633.05 63850.40 0.621

T10 20 - 14 2L102x102x9.5 6.014 1.503 48.1 224 3327 45332.08 76030.72 0.596

T11 14 - 8 L102x102x13 6.014 1.503 48.5 224 1935 45236.37 44225.27 1.023

T12 8 - 5 L102x102x13 3.043 0.761 24.6 224 1935 46715.94 44225.27 1.056

T13 5 - 0 2L102x102x9.5 5.072 1.691 54.1 224 3327 46527.25 76030.72 0.612


Section No.

Elevation

m

Size

L

m

Lu

m

Kl/r

Fa

MPa

A

mm2

Actual P kg

Allow. Pa kg

Ratio P Pa

T1 60 - 56 L51x51x4.8 0.796 0.699 44.6 224 278 1094.21 6350.48 0.172

T2 56 - 52 L51x51x4.8 0.796 0.699 44.6 224 278 1594.72 6350.48 0.251

T3 52 - 50 L51x51x6.4 1.418 1.299 84.0 224 363 7678.82 8297.75 0.925

T4 50 - 45 L51x51x4.8 1.582 1.520 97.0 224 278 1478.66 6350.48 0.233

T5 45 - 40 L51x51x4.8 1.582 1.520 97.0 224 278 1804.68 6350.48 0.284

T6 40 - 35 L51x51x4.8 1.582 1.520 97.0 224 278 2136.28 6350.48 0.336

T7 35 - 30 2L51x51x5 1.582 1.499 95.7 224 556 3260.33 12700.95 0.257



Page 39 of 45



Date 07:43:13 01/24/11




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 30 - 25 2L51x51x5 2.779 1.390 88.7 224 556 6780.66 12700.95 0.534

T9 25 - 20 2L51x51x5 2.891 1.446 92.2 224 556 5933.31 12700.95 0.467

T10 20 - 14 2L51x51x5 3.468 1.734 110.6 224 556 5457.53 12700.95 0.430

T11 14 - 8 2L51x51x6 3.620 1.810 117.0 224 728 9075.57 16639.77 0.545

T12 8 - 5 2L64x64x5 3.635 0.909 46.0 224 735 8109.01 16791.77 0.483

T13 5 - 0 L76x76x7.9 5.854 1.951 83.3 224 729 7410.25 16657.05 0.445


Section No.

Elevation

m

Size

L

m

Lu

m

Kl/r

Fa

MPa

A

mm2

Actual P kg

Allow. Pa kg

Ratio P Pa

T4 50 - 45 L51x51x4.8 1.940 0.932 59.5 224 278 66.30 6350.48 0.010

T5 45 - 40 L51x51x4.8 1.940 1.864 118.9 224 278 80.92 6350.48 0.013

T6 40 - 35 L51x51x4.8 1.940 1.864 118.9 224 278 113.76 6350.48 0.018

T7 35 - 30 L51x51x4.8 1.940 1.838 117.3 224 278 462.93 6350.48 0.073

T8 30 - 25 L51x51x4.8 2.178 1.038 66.2 224 278 222.42 6350.48 0.035

T9 25 - 20 L51x51x4.8 2.655 1.277 81.5 224 278 226.80 6350.48 0.036

T10 20 - 14 L51x51x4.8 3.181 1.539 98.2 224 278 100.29 6350.48 0.016

T11 14 - 8 L51x51x4.8 3.754 1.826 116.5 224 278 77.76 6350.48 0.012


Section No.

Elevation

m

Size

L

m

Lu

m

Kl/r

Fa

MPa

A

mm2

Actual P kg

Allow. Pa kg

Ratio P Pa

T1 60 - 56 L51x51x4.8 0.620 0.544 34.7 224 278 150.50 6350.48 0.024

T4 50 - 45 2L51x51x6 1.940 1.838 118.8 224 728 161.93 16639.77 0.010

T5 45 - 40 L51x51x4.8 1.940 1.864 118.9 224 278 22.06 6350.48 0.003

T6 40 - 35 L51x51x4.8 1.940 1.864 118.9 224 278 34.59 6350.48 0.005



Page 40 of 45



Date 07:43:13 01/24/11




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 35 - 30 L51x51x4.8 1.940 1.864 118.9 224 278 133.33 6350.48 0.021

T8 30 - 25 L51x51x4.8 1.940 1.838 117.3 224 278 1494.52 6350.48 0.235

T9 25 - 20 2L51x51x6 2.417 2.315 149.7 224 728 5500.40 16639.77 0.331

T10 20 - 14 2L51x51x6 2.894 2.792 180.5 224 728 5196.72 16639.77 0.312

T11 14 - 8 2L64x64x5 3.467 3.365 170.3 224 735 7666.89 16791.77 0.457

T12 8 - 5 2L64x64x6 4.040 3.938 201.6 224 970 7677.10 22167.93 0.346

T13 5 - 0 L76x76x6.4 4.763 2.331 98.7 224 606 37.07 13848.04 0.003


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 30 - 25 L38x38x3.2 0.545 0.494 41.8 207 232 537.43 4890.32 0.110

T9 25 - 20 L38x38x3.2 0.664 0.613 51.9 207 232 644.19 4890.32 0.132

T10 20 - 14 L38x38x3.2 0.795 0.744 63.0 207 232 742.77 4890.32 0.152

T11 14 - 8 L38x38x3.2 0.938 0.888 75.1 207 232 742.97 4890.32 0.152

T12 8 - 5 L51x51x4.8 0.595 0.545 34.7 207 461 785.94 9729.56 0.081

T13 5 - 0 L38x38x3.2 0.794 0.743 62.9 207 232 795.36 4890.32 0.163


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 8 - 5 L51x51x4.8 1.191 1.140 72.7 207 461 785.94 9729.56 0.081

T13 5 - 0 L44x44x3.2 1.588 1.537 110.9 207 272 795.36 5740.80 0.139



Page 41 of 45



Date 07:43:13 01/24/11





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 8 - 5 L51x51x4.8 1.786 1.735 110.7 207 461 785.94 9729.56 0.081


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 30 - 25 L51x51x3.2 1.390 1.250 78.6 207 312 685.65 6591.29 0.104

T9 25 - 20 L51x51x3.2 1.446 1.329 83.6 207 312 701.33 6591.29 0.106

T10 20 - 14 L51x51x3.2 1.734 1.617 101.7 207 312 809.86 6591.29 0.123

T11 14 - 8 L51x51x3.2 1.810 1.708 107.4 207 312 716.45 6591.29 0.109

T12 8 - 5 L51x51x4.8 1.020 0.945 60.3 207 461 673.41 9729.56 0.069

T13 5 - 0 L51x51x6.4 1.780 1.636 105.8 207 605 891.87 12764.09 0.070


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 8 - 5 L51x51x4.8 1.487 1.428 91.1 207 461 490.82 9729.56 0.050

T13 5 - 0 L51x51x4.8 2.177 2.098 133.9 207 461 545.37 9729.56 0.056


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 8 - 5 L51x51x4.8 2.023 1.968 125.6 207 461 450.42 9729.56 0.046



Page 42 of 45



Date 07:43:13 01/24/11





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 30 - 25 L44x44x3.2 0.770 0.770 55.6 207 272 31.15 5740.80 0.005

T9 25 - 20 L44x44x3.2 0.939 0.939 67.7 207 272 23.29 5740.80 0.004

T10 20 - 14 L44x44x3.2 1.124 1.124 81.1 207 272 15.38 5740.80 0.003

T11 14 - 8 L51x51x3.2 1.327 1.327 83.4 207 312 14.38 6591.29 0.002

T12 8 - 5 L51x51x4.8 0.842 0.842 53.7 207 461 102.27 9729.56 0.011

T13 5 - 0 L51x51x4.8 1.123 1.123 71.6 207 461 28.01 9729.56 0.003


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 8 - 5 L51x51x4.8 1.684 1.684 107.5 207 461 38.17 9729.56 0.004

T13 5 - 0 L51x51x4.8 2.245 2.245 143.3 207 461 7.46 9729.56 0.001


Section No.

Elevation

m

Size

L

m

Lu

m

Kl/r

Fa

MPa

A

mm2

Actual P kg

Allow. Pa kg

Ratio P Pa

T3 52 - 50 L51x51x3.2 0.877 0.801 50.3 207 312 81.10 6591.29 0.012

T4 50 - 45 L51x51x3.2 2.744 2.642 166.1 207 312 67.18 6591.29 0.010

T8 30 - 25 L51x51x6.4 2.744 2.642 170.8 207 605 107.83 12764.09 0.008

T9 25 - 20 L51x51x4.8 3.418 3.316 211.6 207 461 83.30 9729.56 0.009*

T10 20 - 14 L51x51x4.8 4.093 3.991 254.7 207 461 89.55 9729.56 0.009*

T11 14 - 8 L51x51x4.8 4.903 4.801 306.4 207 461 145.18 9729.56 0.015*

T13 5 - 0 L51x51x4.8 3.368 3.368 214.9 207 461 196.65 9729.56 0.020



Page 43 of 45



Date 07:43:13 01/24/11




* DL controls


No. Elevation

m Component

Type Size Critical

Element P kg

SF*Pallow kg

% Capacity

Pass Fail


14.1 (b) Pass

Top Girt L51x51x4.8 8 150.50 8465.18 1.8 1.9 (b)

Pass


21.0 (b) Pass


98.6 (b) Pass

Horizontal L51x51x6.4 96 -4436.40 4512.90 98.3 Pass Top Girt L51x51x4.8 84 -3823.18 10228.73 37.4

49.1 (b) Pass



1.8 (b) Pass

Top Girt 2L51x51x6 113 -3167.08 20395.19 15.5 20.3 (b)

Pass



2.7 (b) Pass



3.7 (b) Pass


Diagonal 2L51x51x5 281 -3332.00 13571.90 24.6 Pass Horizontal L51x51x4.8 280 -552.92 4693.53 11.8

14.9 (b) Pass

Top Girt L51x51x4.8 267 -210.20 4563.51 4.6 Pass T8 30 - 25 Leg 2L102x102x6.4 313 -35787.86 45612.38 78.5

80.9 (b) Pass


8.7 (b) Pass

Top Girt L51x51x4.8 317 -1455.83 4693.53 31.0 Pass Redund Horz 1

Bracing L38x38x3.2 338 -537.43 4723.12 11.4 Pass


L51x51x3.2 369 -685.65 2855.81 24.0 Pass


L44x44x3.2 385 -53.87 4369.97 1.2 Pass

Inner Bracing L51x51x6.4 315 -30.88 1197.14 2.6 Pass T9 25 - 20 Leg 2L102x102x7.9 388 -42897.47 64752.58 66.2

91.0 (b) Pass


7.7 (b) Pass



Page 44 of 45



Date 07:43:13 01/24/11




Section No.

Elevation m

Component Type


P kg

SF*Pallow kg

% Capacity

Pass Fail

Top Girt 2L51x51x6 392 -5016.37 14729.42 34.1 35.3 (b)

Pass


L38x38x3.2 408 -644.19 4066.11 15.8 Pass


L51x51x3.2 448 -701.33 2523.79 27.8 Pass


L44x44x3.2 460 -37.01 3345.93 1.1 Pass


78.9 (b) Pass

Diagonal 2L51x51x5 487 -6327.52 10548.17 60.0 Pass Horizontal L51x51x4.8 494 -201.04 2728.23 7.4 Pass Top Girt 2L51x51x6 467 -4685.57 10123.53 46.3 Pass Redund Horz 1

Bracing L38x38x3.2 488 -742.77 3248.75 22.9 Pass


L51x51x3.2 519 -809.86 1704.59 47.5 Pass


L44x44x3.2 535 -27.59 2337.73 1.2 Pass



Bracing L38x38x3.2 558 -742.97 2331.26 31.9 Pass


L51x51x3.2 594 -716.45 1527.72 46.9 Pass


L51x51x3.2 610 -48.11 2532.11 1.9 Pass


Diagonal 2L64x64x5 620 8109.01 22383.43 36.2 56.7 (b)

Pass

Top Girt 2L64x64x6 615 -6706.50 9854.40 68.1 Pass Redund Horz 1

Bracing L51x51x4.8 643 -785.94 10223.29 7.7 Pass


L51x51x4.8 644 -785.94 4975.55 15.8 Pass


L51x51x4.8 646 -785.94 2147.10 36.6 Pass


L51x51x4.8 645 -673.41 6900.86 9.8 Pass


L51x51x4.8 647 -490.82 3168.78 15.5 Pass


L51x51x4.8 658 -450.42 1669.15 27.0 Pass


L51x51x4.8 685 -117.75 7856.49 1.5 Pass


L51x51x4.8 667 -71.36 2280.04 3.1 Pass

T13 5 - 0 Leg 2L102x102x9.5 689 -52647.57 62609.74 84.1 Pass Diagonal L76x76x7.9 723 -8825.19 9445.79 93.4 Pass Top Girt L76x76x6.4 668 -180.36 13071.69 1.4

2.3 (b) Pass


L38x38x3.2 712 -795.36 3257.31 24.4 Pass


L44x44x3.2 720 -795.36 1251.48 63.6 Pass

Redund Diag 1 L51x51x6.4 721 -891.87 3121.81 28.6 Pass



Page 45 of 45



Date 07:43:13 01/24/11




Section No.

Elevation m

Component Type


P kg

SF*Pallow kg

% Capacity

Pass Fail

Bracing Redund Diag 2

Bracing L51x51x4.8 715 -545.37 1468.44 37.1 Pass


L51x51x4.8 716 -48.85 5130.08 1.0 Pass


L51x51x4.8 717 -73.16 1282.52 5.7 Pass

Inner Bracing L51x51x4.8 692 -228.28 570.01 40.0 Pass Summary Leg (T11) 93.8 Pass Diagonal

(T3) 98.6 Pass

Horizontal (T3)

98.3 Pass

Top Girt (T11)

68.6 Pass


31.9 Pass


63.6 Pass


36.6 Pass


47.5 Pass


37.1 Pass


27.0 Pass


(T11)

1.9 Pass


(T13)

5.7 Pass

Inner Bracing (T4)

80.5 Pass

Bolt Checks 98.6 Pass RATING = 98.6 Pass

Program Version 5.3.1.0 - 1/16/2009 File:C:/Proyectos 2010/Instatel Evaluaciones Estructural/05 Calatrava TCSV 60 m/Risa Tower Reforzado/TCSV 60 M Calatrava Reforzado.eri

CIMENTACION

ESTACION: CALATRAVA

TORRE CUADRADA DE 60 M SECCION VARIABLE


MEMORIA EVALUACION ESTRUCTURAL CIMENTACION

ESTACION: CALATRAVA

CIUDDAD: BOGOTA D. C. SITIO: LOCALIDAD DE SUBA

TORRE CUADRADA DE 60 M SECCION VARIABLE

CALCULO: ING. JAIME GUTIERREZ C. MATRICULA 25202-45957 CND


1.0 INTRODUCCION

1.1 OBJETO

El objeto de este documento es la realización de la evaluacion estructural de la cimentación para la torre metálica cuadrada autosoportada de 60 metros de altura de sección variable y con ancho de pata de 5.97 metros, entre ejes. Que funciona de soporte para la instalación de antenas parabólicas y antenas panel de television para comunicaciones, según los cálculos realizados en la evaluación para la torre triangular, y las reacciones en los nudos de los soportes de las torre, que son la base de las cargas para el calculo y evaluacion de la cimentación y son anexos y complemento de este documento. La torre se localiza en la Ciudad de BOGOTA D.C.. esta construida sobre un área de configuración plana, y dadas las condiciones de cargas y de suelo de fundación, la cimentación esta construida en Placa maciza de Rigidez (Platea) de la cual arranca sus cuatro pedestales soporte de la torre, en concreto reforzado y a partir de esto se realizara el chequeo que con las cargas actuales cumpla adecuadamente tanto los requisitos de capacidad portante, como de estabilidad al vuelco y arrancamiento, generado por las cargas horizontales impuestas. Para efectos del adecuado dimensionamiento y verificación de la cimentación se han tenido en cuenta las cargas provenientes de la superestructura; y las recomendaciones y parámetros incluidos en el estudio de suelos realizado para la evaluacion por: SUELOS & CIMIENTOS, que es anexo complementario en este documento.

2.0 CODIGOS Y NORMAS APLICABLES

NSR-98 EIA/TIA 222 F ANDREWS, Bulletin 1015F ACI 318 última edición

3.0 MATERIALES ESTRUCTURALES

En la evaluacion de la cimentación se ha tenido en cuenta en cuenta el

uso de los siguientes materiales: 1- Concreto la zapata - pedestal y vigas de amarre, con una resistencia a

la compresión a 28 días, f´c = 210 kg/cm2, 3000 psi.

2- Acero de refuerzo Grado 60, con punto de fluencia fy = 4200 kg/cm2,

60.000 psi, para varillas con diámetros 1/2” y superiores.

3- Acero de refuerzo A-37, con punto de fluencia fy = 2400 kg/cm2,

34.200 psi, para varillas con diámetros 1/4” y 3/8” 4- Materiales granulares para relleno encima de la zapata de cimentación.

En general, debe obtenerse una compactación mayor o igual al 90% del Proctor Modificado.

4.0 CONCLUSIONES Y RECOMENDACIONES

De los análisis y evaluación anterior pueden extraerse las siguientes conclusiones y recomendaciones:

4.1 PLACA DE FUNDACION

Según los resultados la cimentación esta cumpliendo con la capacidad portante y de vuelco y arracamiento. La cimentación no tiene vigas de marre entre pedestales y esto genera un momento y adicional no cumple con los requisitos de sismo. Por lo tanto se realiza la cimentación con el análisis con vigas de amarre el cual se debe adicionar a la cimentacion

El concreto deberá tener una resistencia mínima de 210 kg/cm^2 (3000 psi) a 28 días.

VIGA DE AMARRE (ENLACE) La cimentación Placa- viga de amarre en concreto se comportará adecuadamente. Para tal efecto, sus dimensiones ancho por alto deberán cubrir unas dimensiones de 40 cm. x 50 cm. y va amarrada entre pedestales de la cimentación y su nivel superior de la viga debe estar a nivel terreno N+ 0.00.

2 – La viga de amarre estará reforzada longitudinalmente con 3 # 6 en el nivel superior y con 3 # 6 en la parte inferior de la sección de la viga (6 # 6 en total) y con flejes # 3 espaciados cada 16 cm. en toda su longitud

El concreto deberá tener una resistencia mínima de 210 kg/cm^2 (3000 psi) a 28 días.

4.2 – Todas las obras civiles relacionadas con excavaciones y rellenos deberán realizarse de modo que no se deteriore el material de fundación.

4.3– La fabricación del concreto debe hacerse siguiendo estrictas normas de control de calidad, de modo que se garantice la resistencia especificada.

4.4 – Cualquier modificación que se realice, bien sea a los elementos de concreto, o a la configuración de la cimentación (profundidad, área, peso de rellenos, etc.), debe ser notificada al ingeniero calculista, con el objeto de realizar las verificaciones de rigor, y aprobarlas o recomendar.

ANEXOS:

Memoria de Calculo Plano de Cimentación

Foundation Tower

CLIENTE: RTVC - TELEFONICA TELECOM E.B. CALATRAVAESTRUCTURA: Fecha: Dic. - 29 - 2010

CONDICION: SITIO: LOCALIDAD DE SUBA CIUDAD: BOGOTA D. C. Diseño: Ing. J. G. C.

ITEM SIMBOLO UNIDAD APOYO 1 APOYO 2 APOYO 3 APOYO 4 RESULTANTE

A B C D CIMENTAC.

ACCIONES EN APOYOS (CARGAS DE TRABAJO)

Accion Vert. Z Fz kg 36883 54874 36935 -48391 80301

Accion Hor. X Fx kg 7344 -8156 -7343 -7215 -15370

Accion Hor. Y Fy kg 3722 7752 -7207 6943 11210

ACCIONES EN APOYOS (CARGAS DE DISEÑO)

Accion Vert. Z Fuz kg 51636,2 76823,6 51709 -64360,03 115808,77

Accion Hor. X Fux kg 10281,6 -11418,4 -10280,2 -9595,95 -21012,95

Accion Hor. Y Fuy kg 5210,8 10852,8 -10089,8 9234,19 15207,99

COORDENADAS DE APOYOS

Coordenada X X m -2,985 -2,985 2,985 2,985

Coordenada Y Y m -2,985 2,985 2,985 -2,985

Coordenada Z Z m 0,000 0,000 0,000 0,000

ACCIONES TOTALES EN APOYOS (CARGAS DE TRABAJO)

Accion Total Vert. Z Fz kg 80301

Accion Total Hor. X Fx kg -15370

Accion Total Hor. Y Fy kg 11210

Momento resp. Y My kg-m -421216

Momento resp. X Mx kg-m -66817

COORDENADAS DE C.G. DE ACCIONES TOTALES EN APOYOS (CARGAS DE TRABAJO)

Coordenada C.G. X Xcg m -5,25

Coordenada C.G.Y Ycg m -0,83

Coordenada C.G. Z Zcg m 0,00

ACCIONES TOTALES EN APOYOS (CARGAS DE DISEÑO)

Accion Total Vert. Z Fz kg 115808,77

Accion Total Hor. X Fx kg -21012,95

Accion Total Hor. Y Fy kg 15207,99


CIMENTACION TORRE EN PLACA

TORRE CUADRADA 60 M SECCION VARIABLE

Foundation Tower






COORDENADAS DE C.G. DE ACCIONES TOTALES EN APOYOS (CARGAS DE DISEÑO)




CARACTERISTICAS DE LOS MATERIALES

Capac. portante suelo So kg/cm2 3,25

Esf. admisible suelo Sa kg/cm2 4,32

Peso unitario suelo Gs kg/m3 1600

Angulo cono β º 24

K pasivo Kp 2,37

K activo Ka 0,35

K efectivo Ke 2,02

Peso unitario concreto Gc kg/m3 2400

Resist. compr. Concreto f'c kg/cm2 210

Esf. fluencia acero fy kg/cm2 4200GEOMETRIA DE LA CIMENTACION

Lado de Placa A m2 7,20

Area de la placa Ab m2 51,84

Espesor de la placa s m 0,40

Mod. secc. placa Y Zy (min) m3 62,208

Mod. secc. placa X Zx (min) m3 62,208

Dist. X (borde al C.G.) cx (min) m 3,600

Dist. Y(borde al C.G.) cy (min) m 3,600

Lado del pedestal B m 0,27

Alt. enterr. pedestal H2 m 2,80

Alt. superf. Pedestal H3 m 0,20

Foundation Tower





Alt. total pedestal Hp m 3,00

Alt. total cimiento H1 m 3,40

Recubr. Concreto d' m 0,075Alt. efect. placa concret. d m 0,325VOLUMENES Y PESOS CIMIENTO

Volumen placa cimiento Vz m3 20,736

Volumen pedestales Vp m3 3,50

Volumen de concreto Vc m3 24,24

Peso concreto cimiento Wc kg 58164

Volumen suelo superp. Vs m3 144,54

Peso suelo superp. Ws kg 231263,424ESFUERZOS ACTUANTES SOBRE EL TERRENO (CARGAS DE TRABAJO)

Carga compr. en base Pb kg 369729

Alt. acc. pas. suelo X hx m 2,80

Accion pasiva suelo X Rpx kg 10268,26

Alt. acc. pas. suelo Y hx m 2,80

Accion pasiva suelo Y Rpy kg 10268,26

Momento Y en base Mby kg-m 459783

Momento X en base Mbx kg-m 91240

Esf. parciales en suelo Sp kg/m2 7132

" Sx kg/m2 7391

" Sy kg/m2 1467

" Ss kg/m2 4461

Esfuerzos sobre suelo S1 kg/m2 11529

" S2 kg/m2 8595

" S3 kg/m2 -2735" S4 kg/m2 -6187

Verificacion capacidad portante del suelo OK

VERIFICACION AL VOLCAMIENTO

Momento volcamiento Y Mvy kg-m 459783

Foundation Tower





Momento volcamiento X Mvx kg-m 91240

Momento volcam. Total Mvt kg-m 468748

Dist. Borde volc. Total ct m 5,09

Momento restaurador Mr kg-m 1882352

F.S. al volcamiento F.S.v 2,68

Verificacion al volcamiento OKREFUERZO PLACA

Ref. Infer. (malla) Varilla # 4 4

Ref. Super. (malla) Varilla # 4 4REFUERZO PEDESTAL

Ref. Long 24 # 7

Flejes Varilla #4 c/ 15 cm

ρo de las tablas 0,0050ρmin 0,01ρot mayor (ρo, ρmin) 0,0100As1 m² 72,90

CALCULO DEL PEDESTALAs cm² 72,90

Varilla No. 8Area varilla Av cm2 5,07Número de varillas n As/Av 16# varilla A # W

2 2 0,253 0,71 3 0,5594 1,27 4 0,9945 1,98 5 1,5526 2,85 6 2,2357 3,87 7 3,068 5,07 8 3,973

RESUMEN DE CIMENTACIONCap. portante suel σ Kg/cm2 3,25Lado zapata L m 7,20

ESTUDIO DE SUELOS POR: CONCRESUELOS INGENIERIA

Foundation Tower





Lado pedestal B m 0,54Espesor zapata s m 0,40Profundidad zapat H m 3,20Alt. ped. sobre sue H3 m 0,20

# # Var.en octavos 8a m 3,20b m 0,46

Long. 1 m 4,11 a w Kg Peso Unit.Var. 3,973

Ref.Vert. n Cant.Var/Pede 16Cant.Varillas 64

Pedestales 4 peso/pedest 261,39Peso 1 Kg 1045,57

# # Estr.en octavos 3c 0,41 c m 0,39

0,10 d m 0,100,61 Long. 2 m 1,76

0,559 w Kg Peso Unit.Var. 0,5596 138 n Cant.Var/Pedes 23

552 Cant.Varillas 9246,90 Pedestales 4 peso/pedest 22,60187,61 Peso 2 Kg 90,41

# # Var.en octavos 4e m 7,10f m 0,15

Ref. Infer. Long. 3 m 7,40malla cuadrada w Kg Peso Unit.Var. 0,994

n Cant.Varillas 110Peso 3 Kg 808,68

# # Var.en octavos 4g m 7,10h m 0,15

Long. 4 m 7,40Ref. Sup. w Kg Peso Unit.Var. 0,994

malla cuadrada n Cant.Varillas 110Peso 4 Kg 808,68

Gancho

RESUMEN DE REFUERZOS CIMENTACION TORRE

d

c

c

ef

gh

b

Foundation Tower





Excavación Ve m³ 199,07 Relleno Vr m³ 177,51 Concreto Vc m³ 24,24 Acero Refuerzo Peso Total Kg 2940,94

Concreto limpieza m³ 5,18

PERNOS DE ANCLAJE

L= 7,20 ms= 0,40 mB= 0,54 mH= 3,20 m

H H2 B Hp H1 H1= 3,4 mH2= 2,80 mH3= 0,20 mHp= 3,00 m

s

Solado 0,1

L

DIMENSIONES DE LA ZAPATA

H3

Foundation Tower





L

A= 51,84 m2

b Pter 0,15

FLEXION W= 0,74 t/m

L= 5,97 m

d Mu= 420,25 t-cm

b= 40 cm

d= 50 cm

K= 0,00420

ro= 0,00330

As= 6,60 cm²

colocar 3# 6

CORTANTE

V= 2,200 t

vu= 1,760 kg/cm²

Ø vc= 6,350 kg/cm²

No requiere Refuerzo a cortante

colocar E Ø 3/8" cada 15 cm

CALCULO DE VIGA DE AMARRE

Foundation Tower





# # Estr.en octavos 3b m 0,30c m 0,40d m 0,10

Long. 5 m 1,60w Kg Peso Unit.Var. 0,559n Cant.Var/Viga 38

Cant.Varillas 152Vigas 4 peso/Viga 33,94

Peso 5 Kg 135,78# # Var.en octavos 6e m 5,70f m 0,15

Ref. Infer. Long. 6 m 6,00w Kg Peso Unit.Var. 2,235n Cant.Varillas 12

Peso 6 Kg 160,92# # Var.en octavos 6g m 5,70h m 0,15



Concreto Viga 4,34Acero de Refuerzo 457,62

Excavación Ve m³ 199,07 Relleno Vr m³ 173,17 Concreto Vc m³ 28,58 Acero Refuerzo Peso Total Kg 3398,56Concreto limpieza m³ 5,18

RESUMEN DE REFUERZOS VIGA DE AMARRE

CANTIDADES TOTALES

d

b

c

ef

gh

RESULTADOS HIPOTESIS 2

CARGAS FUTURAS


Enero 21 de 2011

Project: TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 MJob: ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA HIPOTESIS 2 Client: RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA



Job: ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA HIPOTESIS 2 Project: TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M Client: RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA Drawn by: Ing Jaime Gutierrez C. App'd:


C:\Documents and Settings\THOSHIBA\Escritorio\Proyectos 2010\Instatel Evaluaciones Estructural\05 Calatrava TCSV 60 m\Risa Tower Hipotesis 2\TCSV 66 M Calatrava Hipotesis 2.eri

Dwg No. E-1

66.0 m

60.0 m

56.0 m

52.0 m

50.0 m

45.0 m

40.0 m

35.0 m

30.0 m

25.0 m

20.0 m

14.0 m

8.0 m

5.0 m

0.0 m


22547 kgSHEAR

754227 kg-mMOMENT

23056 kgAXIAL



T1T2

T3T4

T5T6

T7T8

T9T1

0T1

1T1

2T1

3T1

4

L76x

76x6

2L76

x76x

6.4

A3L

76x7

6x6.

44L

76x7

6x6

L102

x7.9

+L10

2x12

.7L1

02x9

.5+L

127x

12.7

2L10

2x10

2x12

.7B

A57

2-50

L51x

51x4

.8C

L51x

51x4

.8L6

4x64

x4.8

2L51

x51x

52L

51x5

1x6

2L64

x64x

5L1

02x1

02x6

.4A

572-

50L5

1x51

x4.8

DL5

1x51

x4.8

2L51

x51x

62L

64x6

4x5

2L64

x64x

6E

L76x

76x6

.4N

.A.

L51x

51x4

.8N

.A.

N.A

.L3

8x38

x3.2

L51x

51x4

.8L3

8x38

x3.2

N.A

.L5

1x51

x3.2

L51x

51x4

.8L5

1x51

x6.4

N.A

.L4

4x44

x3.2

L51x

51x3

.2L5

1x51

x4.8

N.A

.F

L64x

64x6

.4N

.A.

L51x

51x4

.8N

.A.

402.

941

8.8

419.

652

6.8

1039

.194

5.8

1129

.912

99.1

1539

.216

10.3

2080

.024

54.5

1573

.322

53.8

0.6

1.94

2.41

72.

894

3.46

74.

044.

763

28 @

0.5

2 @

116

@ 1

.25

4 @

2.5

5 @

31

@ 5

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)

5.97

# P

anel

s @

(m)

Wei

ght (

kg)

1769

3.0

RYMSA UHF/AT15-250 PANEL 66 - 65RYMSA UHF/AT15-250 PANEL 66 - 65RYMSA UHF/AT15-250 PANEL 66 - 65RYMSA UHF/AT15-250 PANEL 66 - 65RYMSA UHF/AT15-250 PANEL 65 - 64RYMSA UHF/AT15-250 PANEL 65 - 64RYMSA UHF/AT15-250 PANEL 65 - 64RYMSA UHF/AT15-250 PANEL 65 - 64RYMSA UHF/AT15-250 PANEL 64 - 63RYMSA UHF/AT15-250 PANEL 64 - 63RYMSA UHF/AT15-250 PANEL 64 - 63RYMSA UHF/AT15-250 PANEL 64 - 63RYMSA UHF/AT15-250 PANEL 63 - 62RYMSA UHF/AT15-250 PANEL 63 - 62RYMSA UHF/AT15-250 PANEL 63 - 62RYMSA UHF/AT15-250 PANEL 63 - 62ANTENA PANEL UHF 0.48x0.983 61.5ANTENA PANEL UHF 0.48x0.983 61.5ANTENA PANEL UHF 0.48x0.983 61.5ANTENA PANEL UHF 0.48x0.983 61.5ANTENA PANEL UHF 0.48x0.983 60ANTENA PANEL UHF 0.48x0.983 60ANTENA PANEL UHF 0.48x0.983 60ANTENA PANEL UHF 0.48x0.983 60ANTENA PANEL UHF 0.48x0.983 60 - 59ANTENA PANEL UHF 0.48x0.983 60 - 59ANTENA PANEL UHF 0.48x0.983 60 - 59ANTENA PANEL UHF 0.48x0.983 59 - 58ANTENA PANEL UHF 0.48x0.983 59 - 58ANTENA PANEL UHF 0.48x0.983 59 - 58ANTENA PANEL UHF 0.48x0.983 58 - 57ANTENA PANEL UHF 0.48x0.983 58 - 57ANTENA PANEL UHF 0.48x0.983 58 - 57ANTENA PANEL UHF 0.48x0.983 57 - 56ANTENA PANEL UHF 0.48x0.983 57 - 56ANTENA PANEL UHF 0.48x0.983 57 - 56ANTENA PANEL UHF 0.48x0.983 56 - 55ANTENA PANEL UHF 0.48x0.983 56 - 55ANTENA PANEL UHF 0.48x0.983 56 - 55ANTENA PANEL UHF 0.48x0.983 55 - 54ANTENA PANEL UHF 0.48x0.983 55 - 54ANTENA PANEL UHF 0.48x0.983 55 - 54ANTENA PANEL FM KATHREIN 50 - 48ANTENA PANEL FM KATHREIN 50 - 48ANTENA PANEL FM KATHREIN 50 - 48ANTENA PANEL FM KATHREIN 50 - 48ANTENA PANEL FM KATHREIN 48 - 46ANTENA PANEL FM KATHREIN 48 - 46ANTENA PANEL FM KATHREIN 48 - 46ANTENA PANEL FM KATHREIN 48 - 46ANTENA PANEL FM KATHREIN 46 - 44ANTENA PANEL FM KATHREIN 46 - 44ANTENA PANEL FM KATHREIN 46 - 44ANTENA PANEL FM KATHREIN 44 - 42ANTENA PANEL FM KATHREIN 44 - 42ANTENA PANEL FM KATHREIN 44 - 42(2) ANTENA PANEL FM KATHREIN 41.8 - 40.8(2) ANTENA PANEL FM KATHREIN 40.8 - 39.8(2) ANTENA PANEL FM KATHREIN 39.8 - 38.8(2) ANTENA PANEL FM KATHREIN 38.8 - 37.86 FT DISH 358 FT DISH 31.88 FT DISH 31.5HP10-59W 26.58 FT DISH 23.58 FT DISH 19HP6-107G 13Andrew KP4/KP4F 8.5DESIGNED APPURTENANCE LOADINGTYPE TYPEELEVATION ELEVATION

RYMSA UHF/AT15-250 PANEL 66 - 65RYMSA UHF/AT15-250 PANEL 66 - 65RYMSA UHF/AT15-250 PANEL 66 - 65RYMSA UHF/AT15-250 PANEL 66 - 65RYMSA UHF/AT15-250 PANEL 65 - 64RYMSA UHF/AT15-250 PANEL 65 - 64RYMSA UHF/AT15-250 PANEL 65 - 64RYMSA UHF/AT15-250 PANEL 65 - 64RYMSA UHF/AT15-250 PANEL 64 - 63RYMSA UHF/AT15-250 PANEL 64 - 63RYMSA UHF/AT15-250 PANEL 64 - 63RYMSA UHF/AT15-250 PANEL 64 - 63RYMSA UHF/AT15-250 PANEL 63 - 62RYMSA UHF/AT15-250 PANEL 63 - 62RYMSA UHF/AT15-250 PANEL 63 - 62RYMSA UHF/AT15-250 PANEL 63 - 62ANTENA PANEL UHF 0.48x0.983 61.5ANTENA PANEL UHF 0.48x0.983 61.5ANTENA PANEL UHF 0.48x0.983 61.5ANTENA PANEL UHF 0.48x0.983 61.5ANTENA PANEL UHF 0.48x0.983 60ANTENA PANEL UHF 0.48x0.983 60ANTENA PANEL UHF 0.48x0.983 60ANTENA PANEL UHF 0.48x0.983 60ANTENA PANEL UHF 0.48x0.983 60 - 59ANTENA PANEL UHF 0.48x0.983 60 - 59ANTENA PANEL UHF 0.48x0.983 60 - 59ANTENA PANEL UHF 0.48x0.983 59 - 58ANTENA PANEL UHF 0.48x0.983 59 - 58ANTENA PANEL UHF 0.48x0.983 59 - 58ANTENA PANEL UHF 0.48x0.983 58 - 57ANTENA PANEL UHF 0.48x0.983 58 - 57ANTENA PANEL UHF 0.48x0.983 58 - 57ANTENA PANEL UHF 0.48x0.983 57 - 56

ANTENA PANEL UHF 0.48x0.983 57 - 56ANTENA PANEL UHF 0.48x0.983 57 - 56ANTENA PANEL UHF 0.48x0.983 56 - 55ANTENA PANEL UHF 0.48x0.983 56 - 55ANTENA PANEL UHF 0.48x0.983 56 - 55ANTENA PANEL UHF 0.48x0.983 55 - 54ANTENA PANEL UHF 0.48x0.983 55 - 54ANTENA PANEL UHF 0.48x0.983 55 - 54ANTENA PANEL FM KATHREIN 50 - 48ANTENA PANEL FM KATHREIN 50 - 48ANTENA PANEL FM KATHREIN 50 - 48ANTENA PANEL FM KATHREIN 50 - 48ANTENA PANEL FM KATHREIN 48 - 46ANTENA PANEL FM KATHREIN 48 - 46ANTENA PANEL FM KATHREIN 48 - 46ANTENA PANEL FM KATHREIN 48 - 46ANTENA PANEL FM KATHREIN 46 - 44ANTENA PANEL FM KATHREIN 46 - 44ANTENA PANEL FM KATHREIN 46 - 44ANTENA PANEL FM KATHREIN 44 - 42ANTENA PANEL FM KATHREIN 44 - 42ANTENA PANEL FM KATHREIN 44 - 42(2) ANTENA PANEL FM KATHREIN 41.8 - 40.8(2) ANTENA PANEL FM KATHREIN 40.8 - 39.8(2) ANTENA PANEL FM KATHREIN 39.8 - 38.8(2) ANTENA PANEL FM KATHREIN 38.8 - 37.86 FT DISH 358 FT DISH 31.88 FT DISH 31.5HP10-59W 26.58 FT DISH 23.58 FT DISH 19HP6-107G 13Andrew KP4/KP4F 8.5


A 2L102x102x6.4B L102x12.7+L152x12.7C L76x76x6.4

D 2L51x51x6E L102x102x6.4F L64x64x4.8


A572-50 345 MPa 448 MPa







HIPOTESIS 2 En esta hipótesis se analizara la torre considerando todas las antenas y equipos existentes e instalados en ella, se debe montar una sección nueva de torre en la punta de la torre de 6 metros, a fin de montar 16 antenas, con una distribución (4-4-4-4) (cuatro antenas en cada cara) banda UHF digital. (futuro)

CON LAS CARGAS A INSTALAR FUTURAS ESTOS SON LOS RESULTADOS DE LA ESTRUCTURA, Y ADICIONALMENTE REALIZANDO LAS RECOMENDACIONES DE LOS RESULTADOS DE EL ESTADO DE LA TORRE ACTUAL REFORZADA



Al realizar el análisis de la estructura con la nuevas cargas futuras que se le van a instalar y adicionando los 60 de estructura en la punta de la torre con una sección constante de 0.60x0.60 metros a partir del nivel +60 m la estructura no cumple con los requerimientos establecidos en la norma EIA/TIA-EIA-222-F.



Antes de instalar cualquier carga adicional a la torre esta estructura se le debe realizar los reforzamientos solicitados

Para cumplir con el requerimiento solicitados de la velocidad de viento de diseño de 120 kph entonces dentro del análisis de cálculo la torre se debe reforzar de la siguiente manera.

MONTANTES

Del nivel +0.00 m a +5.00 m se debe adicionar un Angulo de 152x152x12.7 y conexión entre ángulos 12 tornillos 5/8” a corte doble






Del nivel +30.00 m a +35.00 m se debe adicionar dos Angulos de 2L76x76x6.4 ya se encuentra dos ángulos de 76x76x6.4 por lo tanto se debe reforzar a sus dos laterales en formar en cruz y conexión entre ángulos 8 tornillos 5/8” a corte doble

Del nivel +35.00 m a +40.00 m se debe adicionar dos Angulos de 2L76x76x6.4 ya se encuentra dos ángulos de 76x76x6.4 por lo tanto se debe reforzar a sus dos laterales en formar en cruz y conexión entre ángulos 8 tornillos 5/8” a corte doble


76x76x6.4 ya se encuentra dos ángulos de 76x76x6.4 por lo tanto se debe reforzar interior en formar en cruz y conexión entre ángulos 8 tornillos 5/8” a corte doble


76x76x6.4 ya se encuentra dos ángulos de 76x76x6.4 por lo tanto se debe reforzar interior en formar en cruz y conexión entre ángulos 8 tornillos 5/8” a corte doble




102x102x6.4 y conexión entre ángulos 8 tornillos 5/8” a corte doble



DIAGONALES

La diagonal del nivel +0.00 m a +5.00 m se le adiciona al existente un ángulo espalda con espalda de 102x102x6.4






La diagonal del nivel +35.00 m a +40.00 m se le adiciona al existente un

ángulo espalda con espalda de 64x64x4.8


La diagonal del nivel +50.00 m a +52.00 m se le adiciona al existente un

ángulo espalda con espalda de 102x102x6.4, a este elemento se debe colocar 2 tornillos de ¾” en cada uno de sus extremos.

HORIZONTALES







Las horizontal que comprende entre el nivel +50.00 m al nivel +53.000 m se le adiciona a la existente espalda con espalda un Angulo de 64x64x6.4

La redundante horizontal que esta en la parte superior del tramo que se

encuentra entre el nivel+0.00 al nivel +5.00 m se debe reemplazar por un angulo de 51x51x 4.8

La redundante horizontal que esta en la parte superior del tramo que se

encuentra entre el nivel+5.00 al nivel +8.00 m se debe reemplazar por un angulo de 51x51x 3.2

Del nivel + 5 al nivel +14 los elementos redundantes no tienen elementos de cierre entre diagonales interiores se debe adicionar este elemento en un ángulo de 38x38x3.2 que serán 24 elementos en total en este tramo

PLACA BASE

La placa base de la torre se debe reforzar, adicionándole una lamina de 31.8 mm de espesor x 80x540 mm a cada lado de la placa existente son cuatro por pata 16 en total.

Se debe biselar para ser soldada a la existente.

PERNOS DE ANCLAJE

Se debe adicionar cuatro (4) pernos de anclaje de diámetro 25.4 con la longitud de empotramiento mínimo de 1.00 metros, calidad SAE 1020 calibrado, estos pueden ser colocados en la cuatro esquinas de la lamina que se va adicionar en la placa base



REFUERZO DE LA TORRE

Estructura de 6.00 metros de longitud con sección de 0.60x0.60 m, su peso aproximado es de 670 kg

Refuerzo de la torre:

El peso aproximado para reforzar la estructura es de: 12.340 kg




Dmax= 660/200

Dmax= 330 mm

De los cálculos realizados tenemos.

El desplazamiento presentado en la velocidad de operación tenemos 243 mm

Entonces 243 < 330 OK

CIMENTACION

La cimentación según los cálculos realizados se debe adicionar vigas de amarre entre pedestales con una dimensión de 40 cm de ancho por 50 cm de alto.

Estas vigas de amarre en su nivel superior deben estar a nivel del terreno o sea a nivel +0.00 m

Para la hipótesis 2 y según las cargas resultantes de los cálculos arrojados de la estructura, y los cálculos realizado a la cimentación esta no es necesario reforzar en su estructura de placa flotante.

Se anexa las memorias de cálculo



ANEXO SE PRESENTA:

ISOMETRICO TORRE HIPOTESIS 2

SILUETA HIPOTESIS 2

DEFORMADA TORRE HIPOTESIS 2

CALCULO PLACA BASE Y PERNOS HIPOTESIS 2

CALCULO ESTRUCTURAL HIPOTESIS 2

CALCULO CIMENTACION HIPOTESIS 2



Job: ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA HIPOTESIS 2 Project: TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M Client: RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA Drawn by: Ing Jaime Gutierrez C. App'd:


C:\Documents and Settings\THOSHIBA\Escritorio\Proyectos 2010\Instatel Evaluaciones Estructural\05 Calatrava TCSV 60 m\Risa Tower Hipotesis 2\TCSV 66 M Calatrava Hipotesis 2.eri

Dwg No. E-7

Feedline Distribution Chart0.000 - 66.000

Round Flat App In Face App Out Face Truss Leg

Face A

60.000

56.000

52.000

50.000

45.000

40.000

35.000

30.000

25.000

20.000

14.000

8.000

5.000

0.000

66.000

Elev

atio

n (m

)

Face B

60.000

50.000

41.000

35.000

55.000

50.000C

limbi

ng L

adde

r

Face C

60.000

50.000

41.000

35.000

55.000

50.000

Face D

60.000

56.000

52.000

50.000

45.000

40.000

35.000

30.000

25.000

20.000

14.000

8.000

5.000

0.000

66.000

60.000

50.000

41.000

35.000

55.000

50.000

(4) R

F 1

1/4

inch

-50

(1-1

/4 F

OA

M)

(6) R

F 1

1/4

inch

-50

(1-1

/4 F

OA

M)

(3) R

F 1

1/4

inch

-50

(1-1

/4 F

OA

M)

(2) R

F 1

1/4

inch

-50

(1-1

/4 F

OA

M)

(8) R

F 1/

2 in

ch-5

0 (1

/2 F

OA

M)

Feed

line

Ladd

er (A

f)

Project: TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 MJob: ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA HIPOTESIS 2 Client: RTVC - RADIO TELEVISION NACIONAL DE COLOMBIALC:7 Dead+Wind 45 deg - ServiceMax. Disp.243.03 mm @ 66.000 mScaling 20

Calculo: Ing. Jaime Gutierrez C:Fecha: Enero 20 de 2011 ESTACION: CALATRAVA

ESTADO HIPOTESIS 2ESTRUCTURA: TORRE CUADRADA 60+6 m SECCION VARIABLE





C

P


B m n

t

p

D Dp










Lado de la placa Base B 400 mmEspesor de la Placa Base t 22 mm NO CUMPLE

Calculo: Ing. Jaime Gutierrez C:Fecha: Enero 20 de 2011

ESTACION: CALATRAVA

ESTADO HIPOTESIS 2ESTRUCTURA:


TORRE CUADRADA 60+6 m SECCION VARIABLE


Material de los PernosCantidad de Pernos 7 unArea Total de Pernos Atp 27,16 cm²Factor de Rosca 0,85N d Hil P l d

SAE 1020 CALIBRADO

Numero de Hilos por Pulgada hp 8Area Efectiva de Pernos Ap 20,12 cm²


Esfuerzo de Fluencia Fy 4,20 ton/cm²Resistencia a la Tension Ft 3,36 ton/cm²Resistencia al Corte Fv 2,24 ton/cm²Area Efectiva de cada Perno Ae 2,87 cm²Area Total por Perno Ap 3,88 cm²Area Requerida por Arranque At 19,0 cm²Area Requerida Arranque Diseño Atm 28,4 cm²Numero de Pernos Minimo Np 10 un

Pernos a Colocar 7 unDiametro del Perno 22 mm


AREA DE PERNOS > AREA REQUERIDA FALSO


HIPOTESIS 2

Page 1 of 51


Project TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M

Date 11:06:48 01/22/11





1. Basic wind speed of 120 kph. 2. Deflections calculated using a wind speed of 60 kph. 3. Weld together tower sections have flange connections.. 4. Connections use galvanized A394 bolts, nuts and locking devices. Installation per TIA/EIA-222 and AISC

Specifications.. 5. Tower members are ''hot dipped'' galvanized in accordance with ASTM A123 and ASTM A153 Standards.. 6. Welds are fabricated with AWS E60XX/E70XX electrodes.. 7. All welded joints and connection flanges cerfitied for integrity an quality per AWS D1:1. 8. RF antennas feeders shall be 1-5/8'' and installed 48 feeders per side. 9. MW dishes feeders shall be 1/2'' and installed 8 feeders per side. 10. A non-linear (P-delta) analysis was used. 11. Pressures are calculated at each section. 12. Stress ratio used in tower member design is 1.333. 13. Local bending stresses due to climbing loads, feedline supports, and appurtenance mounts are not considered.

Options



HIPOTESIS 2

Page 2 of 51



Date 11:06:48 01/22/11




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

Tower Elevation

m

Assembly Database


m

Number of

Sections

Section Length

m

T1 66.000-60.000 0.600 1 6.000 T2 60.000-56.000 0.600 1 4.000 T3 56.000-52.000 0.600 1 4.000 T4 52.000-50.000 0.600 1 2.000 T5 50.000-45.000 1.940 1 5.000 T6 45.000-40.000 1.940 1 5.000 T7 40.000-35.000 1.940 1 5.000 T8 35.000-30.000 1.940 1 5.000 T9 30.000-25.000 1.940 1 5.000

T10 25.000-20.000 2.417 1 5.000 T11 20.000-14.000 2.894 1 6.000 T12 14.000-8.000 3.467 1 6.000 T13 8.000-5.000 4.040 1 3.000 T14 5.000-0.000 4.763 1 5.000


Tower Section

Tower Elevation

m

Diagonal Spacing

m

Bracing Type

Has K Brace

End Panels

Has Horizontals

Top Girt Offset

mm

Bottom Girt Offset

mm

T1 66.000-60.000 0.500 K Brace Left No Yes 0 0 T2 60.000-56.000 0.500 K Brace Left No Yes 0 0 T3 56.000-52.000 0.500 K Brace Left No Yes 0 0 T4 52.000-50.000 1.000 CX Brace No Yes 0 0 T5 50.000-45.000 1.250 Double K No Yes 0 0


HIPOTESIS 2

Page 3 of 51



Date 11:06:48 01/22/11




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

T6 45.000-40.000 1.250 Double K No Yes 0 0 T7 40.000-35.000 1.250 Double K No Yes 0 0 T8 35.000-30.000 1.250 Double K No Yes 0 0 T9 30.000-25.000 2.500 Double K1 No Yes 0 0

T10 25.000-20.000 2.500 Double K1 No Yes 0 0 T11 20.000-14.000 3.000 Double K1 No Yes 0 0 T12 14.000-8.000 3.000 Double K1 No Yes 0 0 T13 8.000-5.000 3.000 K3 Up No Yes 0 0 T14 5.000-0.000 5.000 K2 Down No Yes 0 0


Tower Elevation

m

Leg Type

Leg Size

Leg Grade

Diagonal Type

Diagonal Size

Diagonal Grade













T7 40.000-35.000 Quad Angle 4L76x76x6 A572-50 (345 MPa)


T8 35.000-30.000 Quad Angle 4L76x76x6 A572-50 (345 MPa)


T9 30.000-25.000 Equal Angle L102x7.9+L102x12.7 A572-50 (345 MPa)


T10 25.000-20.000

Equal Angle L102x7.9+L102x12.7 A572-50 (345 MPa)


T11 20.000-14.000

Equal Angle L102x9.5+L127x12.7 A572-50 (345 MPa)






T14 5.000-0.000 Equal Angle L102x12.7+L152x12.7 A572-50 (345 MPa)



Tower Elevation

m

Top Girt Type

Top Girt Size

Top Girt Grade

Bottom Girt Type

Bottom Girt Size

Bottom Girt Grade





HIPOTESIS 2

Page 4 of 51



Date 11:06:48 01/22/11




Tower Elevation

m

Top Girt Type

Top Girt Size

Top Girt Grade

Bottom Girt Type

Bottom Girt Size

Bottom Girt Grade















(345 MPa) T10 25.000-

20.000 Double Angle 2L51x51x6 A572-50


(345 MPa) T11 20.000-

14.000 Double Angle 2L64x64x5 A572-50








(345 MPa)


Tower Elevation

m

No. of

Mid Girts

Mid Girt Type

Mid Girt Size

Mid Girt Grade

Horizontal Type

Horizontal Size

Horizontal Grade













T10 25.000-20.000



T11 20.000-14.000










HIPOTESIS 2

Page 5 of 51



Date 11:06:48 01/22/11





Tower Elevation

m




Grade

Inner Bracing Type

Inner Bracing Size

Inner Bracing Grade







T10 25.000-20.000



T11 20.000-14.000










Tower Elevation

m


Redundant Type

Redundant Size

K Factor

T9 30.000-25.000

A572-50 (345 MPa)


Hip (1)


L38x38x3.2 L51x51x3.2 L44x44x3.2

1 1 1

T10 25.000-20.000

A572-50 (345 MPa)


Hip (1)


L38x38x3.2 L51x51x3.2 L44x44x3.2

1 1 1

T11 20.000-14.000

A572-50 (345 MPa)


Hip (1)


L38x38x3.2 L51x51x3.2 L51x51x3.2

1 1 1

T12 14.000-8.000

A572-50 (345 MPa)


Hip (1)


L51x51x4.8 L51x51x4.8 L51x51x4.8

1 1 1

T13 8.000-5.000

A572-50 (345 MPa)


Hip (1) Hip (2)

Single Angle

Single Angle

Single Angle


1 1 1

T14 5.000-0.000

A572-50 (345 MPa)


Hip (1) Hip (2)

Single Angle

Single Angle

Single Angle


1 1 1


HIPOTESIS 2

Page 6 of 51



Date 11:06:48 01/22/11





Tower Elevation

m

Gusset Area

(per face)

m2

Gusset Thickness

mm


Adjust. Factor

Ar

Weight Mult.


Diagonals mm


Horizontals mm

T1 66.000-60.000

0.018 6 A36 (248 MPa)

1 1 1.25 0 0

T2 60.000-56.000

0.018 6 A36 (248 MPa)

1 1 1.25 0 0

T3 56.000-52.000

0.018 8 A36 (248 MPa)

1 1 1.25 0 0

T4 52.000-50.000

0.018 10 A36 (248 MPa)

1 1 1.25 0 0

T5 50.000-45.000

0.018 10 A36 (248 MPa)

1 1 1.25 0 0

T6 45.000-40.000

0.018 10 A36 (248 MPa)

1 1 1.25 0 0

T7 40.000-35.000

0.021 10 A36 (248 MPa)

1 1 1.25 0 0

T8 35.000-30.000

0.021 10 A36 (248 MPa)

1 1 1.25 0 0

T9 30.000-25.000

0.024 10 A36 (248 MPa)

1 1 1.25 0 0

T10 25.000-20.000

0.024 10 A36 (248 MPa)

1 1 1.25 0 0

T11 20.000-14.000

0.024 10 A36 (248 MPa)

1 1 1.25 0 0

T12 14.000-8.000

0.024 10 A36 (248 MPa)

1 1 1.25 0 0

T13 8.000-5.000

0.024 10 A36 (248 MPa)

1 1 1.25 0 0

T14 5.000-0.000

0.024 10 A36 (248 MPa)

1 1 1.25 0 0


K Factors1

Tower Elevation

m

Calc K

Single Angles

Calc K

Solid Rounds

Legs X Brace Diags

X Y

K Brace Diags

X Y

Single Diags

X Y

Girts

X Y

Horiz.

X Y

Sec. Horiz.

X Y

Inner Brace

X Y

T1 66.000-60.000

No No 1 1 1

1 1

1 1

1 1

1 1

1 1

1 1

T2 60.000-56.000

No No 1 1 1

1 1

1 1

1 1

1 1

1 1

1 1

T3 56.000-52.000

No No 1 1 1

1 1

1 1

1 1

1 1

1 1

1 1

T4 52.000-50.000

No No 1 1 1

1 1

1 1

0.5 1

1 1

1 1

1 1

T5 50.000-45.000

No No 1 1 1

1 1

1 1

0.5 1

1 1

1 1

1 1

T6 45.000-40.000

No No 1 1 1

1 1

1 1

0.5 1

1 1

1 1

1 1


HIPOTESIS 2

Page 7 of 51



Date 11:06:48 01/22/11




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

T7 40.000-35.000

No No 1 1 1

1 1

1 1

0.5 1

1 1

1 1

1 1

T8 35.000-30.000

No No 1 1 1

1 1

1 1

0.5 1

1 1

1 1

1 1

T9 30.000-25.000

No No 1 1 1

1 1

1 1

0.5 1

1 1

1 1

1 1

T10 25.000-20.000

No No 1 1 1

1 1

1 1

0.5 1

1 1

1 1

1 1

T11 20.000-14.000

No No 1 1 1

1 1

1 1

0.5 1

1 1

1 1

1 1

T12 14.000-8.000

No No 0.75 1 1

1 1

1 1

0.25 1

1 1

1 1

1 1

T13 8.000-5.000

No No 1 1 1

1 1

1 1

0.25 1

1 1

1 1

1 1

T14 5.000-0.000

No No 1 1 1

1 1

1 1

0.25 1

1 1

1 1

1 1



Tower Elevation

m


Net Width Deduct

mm

U

Net Width Deduct

mm

U

Net WidthDeduct

mm

U

Net Width

Deduct mm

U

Net Width

Deduct mm

U

Net Width

Deduct mm

U

Net Width

Deduct mm

U

T1 66.000-60.000

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

T2 60.000-56.000

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

T3 56.000-52.000

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

T4 52.000-50.000

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

T5 50.000-45.000

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

T6 45.000-40.000

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

T7 40.000-35.000

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

T8 35.000-30.000

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

T9 30.000-25.000

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

T10 25.000-20.000

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

T11 20.000-14.000

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

T12 14.000-8.000

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

T13 8.000-5.000

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


HIPOTESIS 2

Page 8 of 51



Date 11:06:48 01/22/11




Tower Elevation

m


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

T14 5.000-0.000

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


Tower Elevation

m

Leg Connection

Type


Bolt Size mm

No. Bolt Size mm

No. Bolt Sizemm

No. Bolt Sizemm

No. Bolt Sizemm

No. Bolt Size mm

No. Bolt Sizemm

No.

T1 66.000-60.000

Sleeve DS 16 A325N

8 16 A325N

2 16 A325N

2 16 A307

1 16 A325N

0 13 A307

1 16 A307

1

T2 60.000-56.000

Sleeve DS 16 A325N

12 16 A325N

2 16 A325N

2 16 A307

1 16 A325N

0 13 A307

1 16 A307

1

T3 56.000-52.000

Sleeve DS 16 A325N

12 16 A325N

2 16 A325N

2 16 A307

1 16 A325N

0 16 A325N

2 16 A307

1

T4 52.000-50.000

Sleeve DS 16 A325N

16 19 A325N

2 16 A325N

2 16 A307

2 16 A325N

0 16 A307

2 16 A307

2

T5 50.000-45.000

Sleeve DS 16 A325N

14 16 A325N

2 16 A325N

2 16 A307

2 16 A325N

0 16 A307

2 16 A307

2

T6 45.000-40.000

Sleeve DS 16 A325N

14 16 A325N

2 16 A325N

2 16 A307

2 16 A325N

0 16 A307

2 16 A307

2

T7 40.000-35.000

Sleeve DS 16 A325N

20 16 A325N

2 16 A325N

2 16 A307

2 16 A325N

0 16 A307

2 16 A307

2

T8 35.000-30.000

Sleeve DS 16 A325N

20 16 A325N

3 16 A325N

2 16 A307

2 16 A325N

0 16 A307

2 16 A307

2

T9 30.000-25.000

Sleeve DS 16 A325N

20 16 A325N

2 16 A325N

2 16 A307

2 16 A325N

0 16 A307

2 16 A307

2

T10 25.000-20.000

Sleeve DS 16 A325N

24 16 A325N

2 16 A325N

2 16 A307

2 16 A325N

0 16 A307

2 16 A307

2

T11 20.000-14.000

Sleeve DS 16 A325N

28 16 A325N

2 16 A325N

2 16 A307

2 16 A325N

0 16 A307

2 16 A307

2

T12 14.000-8.000

Sleeve DS 16 A325N

28 16 A325N

2 16 A325N

2 16 A307

2 16 A325N

0 16 A307

2 16 A307

2

T13 8.000-5.000

Sleeve DS 16 A325N

28 16 A325N

2 16 A325N

2 16 A307

2 16 A325N

0 16 A307

2 16 A307

2

T14 5.000-0.000

Sleeve DS 16 A325N

28 19 A325N

3 16 A325N

2 16 A307

2 16 A325N

0 16 A307

2 16 A307

2

Feed Line/Linear Appurtenances - Entered As Round Or Flat

Description Face or

Leg

Allow Shield

Component Type

Placement

m

Total Number

Number Per Row

Clear Spacing

mm

Width or Diameter

mm

Perimeter

mm

Weight

kglm RF 1 1/4 inch-50 (1-1/4

FOAM) D No Ar (CfAe) 66.000 - 0.000 4 4 39 39 1.00

RF 1 1/4 inch-50 (1-1/4 FOAM)

D No Ar (CfAe) 60.000 - 0.000 6 6 39 39 1.00


HIPOTESIS 2

Page 9 of 51



Date 11:06:48 01/22/11




Description Face or

Leg

Allow Shield

Component Type

Placement

m

Total Number

Number Per Row

Clear Spacing

mm

Width or Diameter

mm

Perimeter

mm

Weight

kglm RF 1 1/4 inch-50 (1-1/4

FOAM) D No Ar (CfAe) 50.000 - 0.000 3 3 39 39 1.00

RF 1 1/4 inch-50 (1-1/4 FOAM)

D No Ar (CfAe) 41.000 - 0.000 2 2 39 39 1.00

RF 1/2 inch-50 (1/2 FOAM)

D No Ar (CfAe) 35.000 - 0.000 8 8 16 16 0.37

Feedline Ladder (Af) D No Af (CfAe) 55.000 - 0.000 1 1 76 76 305 12.50

Feed Line/Linear Appurtenances - Entered As Area

Description Face or

Leg

Allow Shield

Component Type

Placement

m

Total Number

CAAA

m2/m

Weight

kglm Climbing Ladder B No CaAa (In Face) 50.000 - 0.000 1 No Ice 0.088 11.76

Feed Line/Linear Appurtenances Section Areas Tower Section

Tower Elevation

m

Face AR

m2

AF

m2

CAAA

In Face m2

CAAA

Out Face m2

Weight

kg T1 66.000-60.000 A

B C D

0.000 0.000 0.000 0.939

0.000 0.000 0.000 0.000

0.000 0.000 0.000 0.000

0.000 0.000 0.000 0.000

0.00 0.00 0.00 23.93

T2 60.000-56.000 A B C D

0.000 0.000 0.000 1.565

0.000 0.000 0.000 0.000

0.000 0.000 0.000 0.000

0.000 0.000 0.000 0.000

0.00 0.00 0.00 39.88

T3 56.000-52.000 A B C D

0.000 0.000 0.000 1.565

0.000 0.000 0.000 0.229

0.000 0.000 0.000 0.000

0.000 0.000 0.000 0.000

0.00 0.00 0.00 77.38

T4 52.000-50.000 A B C D

0.000 0.000 0.000 0.782

0.000 0.000 0.000 0.152

0.000 0.000 0.000 0.000

0.000 0.000 0.000 0.000

0.00 0.00 0.00 44.94

T5 50.000-45.000 A B C D

0.000 0.000 0.000 2.543

0.000 0.000 0.000 0.381

0.000 0.442 0.000 0.000

0.000 0.000 0.000 0.000

0.00 58.78 0.00

127.31 T6 45.000-40.000 A

B C D

0.000 0.000 0.000 2.621

0.000 0.000 0.000 0.381

0.000 0.442 0.000 0.000

0.000 0.000 0.000 0.000

0.00 58.78 0.00

129.31 T7 40.000-35.000 A

B C D

0.000 0.000 0.000 2.934

0.000 0.000 0.000 0.381

0.000 0.442 0.000 0.000

0.000 0.000 0.000 0.000

0.00 58.78 0.00

137.28 T8 35.000-30.000 A

B C D

0.000 0.000 0.000 3.574

0.000 0.000 0.000 0.381

0.000 0.442 0.000 0.000

0.000 0.000 0.000 0.000

0.00 58.78 0.00

152.16 T9 30.000-25.000 A

B C

0.000 0.000 0.000

0.000 0.000 0.000

0.000 0.442 0.000

0.000 0.000 0.000

0.00 58.78 0.00


HIPOTESIS 2

Page 10 of 51



Date 11:06:48 01/22/11




Tower Section

Tower Elevation

m

Face AR

m2

AF

m2

CAAA In Face

m2

CAAA Out Face

m2

Weight

kg D 3.574 0.381 0.000 0.000 152.16

T10 25.000-20.000 A B C D

0.000 0.000 0.000 3.574

0.000 0.000 0.000 0.381

0.000 0.442 0.000 0.000

0.000 0.000 0.000 0.000

0.00 58.78 0.00

152.16 T11 20.000-14.000 A

B C D

0.000 0.000 0.000 4.289

0.000 0.000 0.000 0.457

0.000 0.530 0.000 0.000

0.000 0.000 0.000 0.000

0.00 70.54 0.00

182.60 T12 14.000-8.000 A

B C D

0.000 0.000 0.000 4.289

0.000 0.000 0.000 0.457

0.000 0.530 0.000 0.000

0.000 0.000 0.000 0.000

0.00 70.54 0.00

182.60 T13 8.000-5.000 A

B C D

0.000 0.000 0.000 2.144

0.000 0.000 0.000 0.229

0.000 0.265 0.000 0.000

0.000 0.000 0.000 0.000

0.00 35.27 0.00 91.30

T14 5.000-0.000 A B C D

0.000 0.000 0.000 3.574

0.000 0.000 0.000 0.381

0.000 0.442 0.000 0.000

0.000 0.000 0.000 0.000

0.00 58.78 0.00

152.16

Feed Line Center of Pressure

Section Elevation

m

CPX

mm

CPZ

mm

CPX Ice mm

CPZ Ice mm

T1 66.000-60.000 0 47 0 47 T2 60.000-56.000 0 95 0 95 T3 56.000-52.000 0 105 0 105 T4 52.000-50.000 0 122 0 122 T5 50.000-45.000 0 217 0 217 T6 45.000-40.000 0 211 0 211 T7 40.000-35.000 0 185 0 185 T8 35.000-30.000 0 225 0 225 T9 30.000-25.000 0 271 0 271

T10 25.000-20.000 0 319 0 319 T11 20.000-14.000 0 376 0 376 T12 14.000-8.000 0 424 0 424 T13 8.000-5.000 0 362 0 362 T14 5.000-0.000 0 473 0 473


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


A From Face 0.000 0.000

0.0000 61.500 No Ice 0.665 0.363 10.00


HIPOTESIS 2

Page 11 of 51



Date 11:06:48 01/22/11




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 PANEL UHF

0.48x0.983 B From Face 0.000

0.000 0.000

0.0000 61.500 No Ice 0.665 0.363 10.00


C From Face 0.000 0.000 0.000

0.0000 61.500 No Ice 0.665 0.363 10.00


D From Face 0.000 0.000 0.000

0.0000 61.500 No Ice 0.665 0.363 10.00


A From Face 0.000 0.000 0.000

0.0000 60.000 No Ice 0.665 0.363 10.00


B From Face 0.000 0.000 0.000

0.0000 60.000 No Ice 0.665 0.363 10.00


C From Face 0.000 0.000 0.000

0.0000 60.000 No Ice 0.665 0.363 10.00


D From Face 0.000 0.000 0.000

0.0000 60.000 No Ice 0.665 0.363 10.00


A From Face 0.000 0.000 0.000

0.0000 60.000 - 59.000 No Ice 0.665 0.363 10.00


B From Face 0.000 0.000 0.000

0.0000 60.000 - 59.000 No Ice 0.665 0.363 10.00


D From Face 0.000 0.000 0.000

0.0000 60.000 - 59.000 No Ice 0.665 0.363 10.00


A From Face 0.000 0.000 0.000

0.0000 59.000 - 58.000 No Ice 0.665 0.363 10.00


B From Face 0.000 0.000 0.000

0.0000 59.000 - 58.000 No Ice 0.665 0.363 10.00


D From Face 0.000 0.000 0.000

0.0000 59.000 - 58.000 No Ice 0.665 0.363 10.00


A From Face 0.000 0.000 0.000

0.0000 58.000 - 57.000 No Ice 0.665 0.363 10.00


B From Face 0.000 0.000 0.000

0.0000 58.000 - 57.000 No Ice 0.665 0.363 10.00


D From Face 0.000 0.000 0.000

0.0000 58.000 - 57.000 No Ice 0.665 0.363 10.00


A From Face 0.000 0.000 0.000

0.0000 57.000 - 56.000 No Ice 0.665 0.363 10.00


B From Face 0.000 0.000 0.000

0.0000 57.000 - 56.000 No Ice 0.665 0.363 10.00


D From Face 0.000 0.000

0.0000 57.000 - 56.000 No Ice 0.665 0.363 10.00


HIPOTESIS 2

Page 12 of 51



Date 11:06:48 01/22/11




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 PANEL UHF

0.48x0.983 A From Face 0.000

0.000 0.000

0.0000 56.000 - 55.000 No Ice 0.665 0.363 10.00


B From Face 0.000 0.000 0.000

0.0000 56.000 - 55.000 No Ice 0.665 0.363 10.00


D From Face 0.000 0.000 0.000

0.0000 56.000 - 55.000 No Ice 0.665 0.363 10.00


A From Face 0.000 0.000 0.000

0.0000 55.000 - 54.000 No Ice 0.665 0.363 10.00


B From Face 0.000 0.000 0.000

0.0000 55.000 - 54.000 No Ice 0.665 0.363 10.00


D From Face 0.000 0.000 0.000

0.0000 55.000 - 54.000 No Ice 0.665 0.363 10.00


A From Face 0.000 0.000 0.000

0.0000 50.000 - 48.000 No Ice 0.378 0.205 84.19


A From Face 0.000 0.000 0.000

0.0000 48.000 - 46.000 No Ice 0.378 0.205 84.19


A From Face 0.000 0.000 0.000

0.0000 46.000 - 44.000 No Ice 0.378 0.205 84.19


A From Face 0.000 0.000 0.000

0.0000 44.000 - 42.000 No Ice 0.378 0.205 84.19


B From Face 0.000 0.000 0.000

0.0000 50.000 - 48.000 No Ice 0.378 0.205 84.19


B From Face 0.000 0.000 0.000

0.0000 48.000 - 46.000 No Ice 0.378 0.205 84.19


C From Face 0.000 0.000 0.000

0.0000 50.000 - 48.000 No Ice 0.378 0.205 84.19


C From Face 0.000 0.000 0.000

0.0000 48.000 - 46.000 No Ice 0.378 0.205 84.19


C From Face 0.000 0.000 0.000

0.0000 46.000 - 44.000 No Ice 0.378 0.205 84.19


C From Face 0.000 0.000 0.000

0.0000 44.000 - 42.000 No Ice 0.378 0.205 84.19


D From Face 0.000 0.000 0.000

0.0000 50.000 - 48.000 No Ice 0.378 0.205 84.19


D From Face 0.000 0.000 0.000

0.0000 48.000 - 46.000 No Ice 0.378 0.205 84.19


D From Face 0.000 0.000

0.0000 46.000 - 44.000 No Ice 0.378 0.205 84.19


HIPOTESIS 2

Page 13 of 51



Date 11:06:48 01/22/11




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 PANEL FM

KATHREIN D From Face 0.000

0.000 0.000

0.0000 44.000 - 42.000 No Ice 0.378 0.205 84.19


A From Face 0.000 0.000 0.000

0.0000 41.800 - 40.800 No Ice 0.378 0.205 84.19


A From Face 0.000 0.000 0.000

0.0000 40.800 - 39.800 No Ice 0.378 0.205 84.19


A From Face 0.000 0.000 0.000

0.0000 39.800 - 38.800 No Ice 0.378 0.205 84.19


A From Face 0.000 0.000 0.000

0.0000 38.800 - 37.800 No Ice 0.378 0.205 84.19

RYMSA UHF/AT15-250 PANEL

A From Face 0.000 0.000 0.000

0.0000 66.000 - 65.000 No Ice 0.665 0.363 10.00


B From Face 0.000 0.000 0.000

0.0000 66.000 - 65.000 No Ice 0.665 0.363 10.00


C From Face 0.000 0.000 0.000

0.0000 66.000 - 65.000 No Ice 0.665 0.363 10.00


D From Face 0.000 0.000 0.000

0.0000 66.000 - 65.000 No Ice 0.665 0.363 10.00


A From Face 0.000 0.000 0.000

0.0000 65.000 - 64.000 No Ice 0.665 0.363 10.00


B From Face 0.000 0.000 0.000

0.0000 65.000 - 64.000 No Ice 0.665 0.363 10.00


C From Face 0.000 0.000 0.000

0.0000 65.000 - 64.000 No Ice 0.665 0.363 10.00


D From Face 0.000 0.000 0.000

0.0000 65.000 - 64.000 No Ice 0.665 0.363 10.00


A From Face 0.000 0.000 0.000

0.0000 64.000 - 63.000 No Ice 0.665 0.363 10.00


B From Face 0.000 0.000 0.000

0.0000 64.000 - 63.000 No Ice 0.665 0.363 10.00


C From Face 0.000 0.000 0.000

0.0000 64.000 - 63.000 No Ice 0.665 0.363 10.00


D From Face 0.000 0.000 0.000

0.0000 64.000 - 63.000 No Ice 0.665 0.363 10.00


A From Face 0.000 0.000 0.000

0.0000 63.000 - 62.000 No Ice 0.665 0.363 10.00


B From Face 0.000 0.000

0.0000 63.000 - 62.000 No Ice 0.665 0.363 10.00


HIPOTESIS 2

Page 14 of 51



Date 11:06:48 01/22/11




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 C From Face 0.000

0.000 0.000

0.0000 63.000 - 62.000 No Ice 0.665 0.363 10.00


D From Face 0.000 0.000 0.000

0.0000 63.000 - 62.000 No Ice 0.665 0.363 10.00

Dishes

Description Face or

Leg

Dish Type

Offset Type

Offsets: Horz

LateralVert

m

Azimuth Adjustment

°

3 dB Beam Width

°

Elevation

m

Outside Diameter

m

Aperture Area

m2

Weight


Radome From Face

0.000 0.000 0.000

0.0000 35.000 1.829 No Ice 2.626 64.86


From Face

0.000 0.000 0.000

0.0000 31.800 2.438 No Ice 4.673 113.85


From Leg

0.000 0.000 0.000

0.0000 31.500 2.438 No Ice 4.673 113.85


From Face

0.000 0.000 0.000

0.0000 26.500 3.048 No Ice 7.293 182.34


From Face

0.000 0.000 0.000

0.0000 23.500 2.438 No Ice 4.673 113.85


From Leg

0.000 0.000 0.000

0.0000 19.000 2.438 No Ice 4.673 113.85


From Leg

0.000 0.000 0.000

0.0000 13.000 1.829 No Ice 2.626 64.86


0.000 0.000 0.000

0.0000 8.500 1.219 No Ice 1.171 90.72


GH = 1.109


HIPOTESIS 2

Page 15 of 51



Date 11:06:48 01/22/11




Section Elevation

m

z

m

KZ

qz

MPa

AG

m2

Face

AF

m2

AR

m2

Aleg

m2

Leg %

CAAA In

Face m2

CAAA Out Face m2

T1 66.000-60.000

63.000 1.689 0.00 3.859 A B C D

1.3751.3751.3751.375

0.0000.0000.0000.939

0.914 66.5266.5266.5239.53

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T2 60.000-56.000

58.000 1.65 0.00 2.570 A B C D

0.9300.9300.9300.930

0.0000.0000.0001.565

0.608 65.3965.3965.3924.37

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T3 56.000-52.000

54.000 1.616 0.00 2.570 A B C D

0.9300.9300.9301.158

0.0000.0000.0001.565

0.608 65.3965.3965.3922.33

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T4 52.000-50.000

51.000 1.59 0.00 2.659 A B C D

1.0251.0251.0251.178

0.0000.0000.0000.782

0.451 44.0344.0344.0323.03

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T5 50.000-45.000

47.500 1.558 0.00 9.912 A B C D

1.6761.6761.6762.057

0.0000.0000.0002.543

0.760 45.3345.3345.3316.52

0.000 0.442 0.000 0.000

0.0000.0000.0000.000

T6 45.000-40.000

42.500 1.509 0.00 9.912 A B C D

1.8341.8341.8342.215

0.0000.0000.0002.621

0.760 41.4341.4341.4315.72

0.000 0.442 0.000 0.000

0.0000.0000.0000.000

T7 40.000-35.000

37.500 1.456 0.00 10.462 A B C D

2.6012.6012.6012.982

0.0000.0000.0002.934

1.524 58.5958.5958.5925.76

0.000 0.442 0.000 0.000

0.0000.0000.0000.000

T8 35.000-30.000

32.500 1.398 0.00 10.462 A B C D

2.4472.4472.4472.828

0.0000.0000.0003.574

1.524 62.2962.2962.2923.81

0.000 0.442 0.000 0.000

0.0000.0000.0000.000

T9 30.000-25.000

27.500 1.333 0.00 11.183 A B C D

2.1702.1702.1702.551

0.0000.0000.0003.574

1.018 46.9246.9246.9216.62

0.000 0.442 0.000 0.000

0.0000.0000.0000.000

T10 25.000-20.000

22.500 1.259 0.00 13.568 A B C D

2.2872.2872.2872.668

0.0000.0000.0003.574

1.018 44.5344.5344.5316.32

0.000 0.442 0.000 0.000

0.0000.0000.0000.000

T11 20.000-14.000

17.000 1.162 0.00 19.446 A B C D

2.8002.8002.8003.257

0.0000.0000.0004.289

1.222 43.6543.6543.6516.19

0.000 0.530 0.000 0.000

0.0000.0000.0000.000

T12 14.000-8.000

11.000 1.026 0.00 22.884 A B C D

3.0013.0013.0013.459

0.0000.0000.0004.289

1.222 40.7140.7140.7115.77

0.000 0.530 0.000 0.000

0.0000.0000.0000.000

T13 8.000-5.000

6.500 1 0.00 13.387 A B C D

2.3812.3812.3812.610

0.0000.0000.0002.144

0.618 25.9725.9725.9713.01

0.000 0.265 0.000 0.000

0.0000.0000.0000.000

T14 5.000-0.000

2.500 1 0.00 27.199 A B C D

3.5903.5903.5903.971

0.0000.0000.0003.574

1.288 35.8935.8935.8917.08

0.000 0.442 0.000 0.000

0.0000.0000.0000.000


HIPOTESIS 2

Page 16 of 51



Date 11:06:48 01/22/11





GH = 1.109

Section Elevation

m

z

m

KZ

qz

MPa

AG

m2

Face

AF

m2

AR

m2

Aleg

m2

Leg %

CAAA In

Face m2

CAAA Out Face m2

T1 66.000-60.000

63.000 1.689 0.00 3.859 A B C D

1.3751.3751.3751.375

0.0000.0000.0000.939

0.914 66.5266.5266.5239.53

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T2 60.000-56.000

58.000 1.65 0.00 2.570 A B C D

0.9300.9300.9300.930

0.0000.0000.0001.565

0.608 65.3965.3965.3924.37

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T3 56.000-52.000

54.000 1.616 0.00 2.570 A B C D

0.9300.9300.9301.158

0.0000.0000.0001.565

0.608 65.3965.3965.3922.33

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T4 52.000-50.000

51.000 1.59 0.00 2.659 A B C D

1.0251.0251.0251.178

0.0000.0000.0000.782

0.451 44.0344.0344.0323.03

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T5 50.000-45.000

47.500 1.558 0.00 9.912 A B C D

1.6761.6761.6762.057

0.0000.0000.0002.543

0.760 45.3345.3345.3316.52

0.000 0.442 0.000 0.000

0.0000.0000.0000.000

T6 45.000-40.000

42.500 1.509 0.00 9.912 A B C D

1.8341.8341.8342.215

0.0000.0000.0002.621

0.760 41.4341.4341.4315.72

0.000 0.442 0.000 0.000

0.0000.0000.0000.000

T7 40.000-35.000

37.500 1.456 0.00 10.462 A B C D

2.6012.6012.6012.982

0.0000.0000.0002.934

1.524 58.5958.5958.5925.76

0.000 0.442 0.000 0.000

0.0000.0000.0000.000

T8 35.000-30.000

32.500 1.398 0.00 10.462 A B C D

2.4472.4472.4472.828

0.0000.0000.0003.574

1.524 62.2962.2962.2923.81

0.000 0.442 0.000 0.000

0.0000.0000.0000.000

T9 30.000-25.000

27.500 1.333 0.00 11.183 A B C D

2.1702.1702.1702.551

0.0000.0000.0003.574

1.018 46.9246.9246.9216.62

0.000 0.442 0.000 0.000

0.0000.0000.0000.000

T10 25.000-20.000

22.500 1.259 0.00 13.568 A B C D

2.2872.2872.2872.668

0.0000.0000.0003.574

1.018 44.5344.5344.5316.32

0.000 0.442 0.000 0.000

0.0000.0000.0000.000

T11 20.000-14.000

17.000 1.162 0.00 19.446 A B C D

2.8002.8002.8003.257

0.0000.0000.0004.289

1.222 43.6543.6543.6516.19

0.000 0.530 0.000 0.000

0.0000.0000.0000.000

T12 14.000-8.000

11.000 1.026 0.00 22.884 A B C D

3.0013.0013.0013.459

0.0000.0000.0004.289

1.222 40.7140.7140.7115.77

0.000 0.530 0.000 0.000

0.0000.0000.0000.000

T13 8.000-5.000

6.500 1 0.00 13.387 A B C D

2.3812.3812.3812.610

0.0000.0000.0002.144

0.618 25.9725.9725.9713.01

0.000 0.265 0.000 0.000

0.0000.0000.0000.000

T14 5.000-0.000

2.500 1 0.00 27.199 A B

3.5903.590

0.0000.000

1.288 35.8935.89

0.000 0.442

0.0000.000


HIPOTESIS 2

Page 17 of 51



Date 11:06:48 01/22/11




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

3.5903.971

0.0003.574

35.8917.08

0.000 0.000

0.0000.000


Section Elevation

m

Add Weight

kg

Self Weight

kg

F a c e

e CF

RR DF

DR

AE

m2

F

kg

w

kglm

Ctrl. Face

T1 66.000-60.000

27.55 399.29 A B C D

0.356 0.356 0.356 0.599

2.4062.4062.4061.901

0.6350.6350.6350.753

1111

1111

1.3751.3751.3752.082

514.89 85.81 D

T2 60.000-56.000

43.50 415.15 A B C D

0.362 0.362 0.362 0.971

2.3892.3892.3892.042

0.6370.6370.637

1

1111

1111

0.9300.9300.9302.494

647.37 161.84 D

T3 56.000-52.000

81.85 415.15 A B C D

0.362 0.362 0.362

1

2.3892.3892.389

2.1

0.6370.6370.637

1

1111

1111

0.9300.9300.9302.723

639.94* 159.99 D

T4 52.000-50.000

50.31 521.47 A B C D

0.386 0.386 0.386 0.737

2.3192.3192.3191.824

0.6460.6460.6460.847

1111

1111

1.0251.0251.0251.841

411.38 205.69 D

T5 50.000-45.000

191.46 1033.69 A B C D

0.169 0.169 0.169 0.464

3.1173.1173.1172.123

0.5850.5850.585

0.68

1111

1111

1.6761.6761.6763.786

1018.09 203.62 D

T6 45.000-40.000

193.46 940.40 A B C D

0.185 0.185 0.185 0.488

3.0453.0453.0452.074

0.5870.5870.5870.691

1111

1111

1.8341.8341.8344.027

1022.51 204.50 D

T7 40.000-35.000

202.33 1123.65 A B C D

0.249 0.249 0.249 0.565

2.782.782.78

1.943

0.6020.6020.6020.733

1111

1111

2.6012.6012.6015.133

1168.46 233.69 D

T8 35.000-30.000

217.21 1292.86 A B C D

0.234 0.234 0.234 0.612

2.8392.8392.8391.887

0.5980.5980.5980.761

1111

1111

2.4472.4472.4475.547

1175.34 235.07 D

T9 30.000-25.000

218.11 1532.00 A B C D

0.194 0.194 0.194 0.548

3.0063.0063.0061.968

0.5890.5890.5890.723

1111

1111

2.1702.1702.1705.135

1083.39 216.68 D

T10 25.000-20.000

218.11 1603.17 A B C D

0.169 0.169 0.169

0.46

3.1193.1193.1192.132

0.5840.5840.5840.678

1111

1111

2.2872.2872.2875.090

1095.35 219.07 D

T11 20.000-14.000

260.30 2072.82 A B C D

0.144 0.144 0.144 0.388

3.2333.2333.2332.313

0.5810.5810.5810.647

1111

1111

2.8002.8002.8006.031

1295.89 215.98 D

T12 14.000-8.000

260.30 2447.30 A B C D

0.131 0.131 0.131 0.339

3.2953.2953.2952.461

0.5790.5790.5790.628

1111

1111

3.0013.0013.0016.154

1238.89 206.48 D


HIPOTESIS 2

Page 18 of 51



Date 11:06:48 01/22/11




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

T13 8.000-5.000

133.73 1566.11 A B C D

0.178 0.178 0.178 0.355

3.0773.0773.0772.409

0.5860.5860.5860.634

1111

1111

2.3812.3812.3813.970

757.29 252.43 D

T14 5.000-0.000

218.11 2246.63 A B C D

0.132 0.132 0.132 0.277

3.2913.2913.2912.671

0.5790.5790.5790.609

1111

1111

3.5903.5903.5906.148

1299.25 259.85 D

Sum Weight: 2316.30 17692.96 *2Ag limit

OTM 397621 kg-m

13368.04


Section Elevation

m

Add Weight

kg

Self Weight

kg

F a c e

e CF

RR DF

DR

AE

m2

F

kg

w

kglm

Ctrl. Face

T1 66.000-60.000

27.55 399.29 A B C D

0.356 0.356 0.356 0.599

2.4062.4062.4061.901

0.6350.6350.6350.753

1.21.21.21.2

1.21.21.21.2

1.6501.6501.6502.498

617.86 102.98 D

T2 60.000-56.000

43.50 415.15 A B C D

0.362 0.362 0.362 0.971

2.3892.3892.3892.042

0.6370.6370.637

1

1.21.21.21.2

1.21.21.21.2

1.1161.1161.1162.993

653.14* 163.29 D

T3 56.000-52.000

81.85 415.15 A B C D

0.362 0.362 0.362

1

2.3892.3892.389

2.1

0.6370.6370.637

1

1.21.21.21.2

1.21.21.21.2

1.1161.1161.1163.268

639.94* 159.99 D

T4 52.000-50.000

50.31 521.47 A B C D

0.386 0.386 0.386 0.737

2.3192.3192.3191.824

0.6460.6460.6460.847

1.21.21.21.2

1.21.21.21.2

1.2311.2311.2312.209

493.66 246.83 D

T5 50.000-45.000

191.46 1033.69 A B C D

0.169 0.169 0.169 0.464

3.1173.1173.1172.123

0.5850.5850.585

0.68

1.1271.1271.127

1.2

1.1271.1271.127

1.2

1.8891.8891.8894.543

1211.09 242.22 D

T6 45.000-40.000

193.46 940.40 A B C D

0.185 0.185 0.185 0.488

3.0453.0453.0452.074

0.5870.5870.5870.691

1.1391.1391.139

1.2

1.1391.1391.139

1.2

2.0892.0892.0894.833

1216.74 243.35 D

T7 40.000-35.000

202.33 1123.65 A B C D

0.249 0.249 0.249 0.565

2.782.782.78

1.943

0.6020.6020.6020.733

1.1861.1861.186

1.2

1.1861.1861.186

1.2

3.0863.0863.0866.159

1392.24 278.45 D

T8 35.000-30.000

217.21 1292.86 A B C D

0.234 0.234 0.234 0.612

2.8392.8392.8391.887

0.5980.5980.5980.761

1.1751.1751.175

1.2

1.1751.1751.175

1.2

2.8762.8762.8766.657

1400.89 280.18 D

T9 30.000-25.000

218.11 1532.00 A B C D

0.194 0.194 0.194 0.548

3.0063.0063.0061.968

0.5890.5890.5890.723

1.1461.1461.146

1.2

1.1461.1461.146

1.2

2.4862.4862.4866.162

1290.99 258.20 D

T10 25.000-20.000

218.11 1603.17 A B C

0.169 0.169 0.169

3.1193.1193.119

0.5840.5840.584

1.1261.1261.126

1.1261.1261.126

2.5762.5762.576

1305.85 261.17 D


HIPOTESIS 2

Page 19 of 51



Date 11:06:48 01/22/11




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 0.46 2.132 0.678 1.2 1.2 6.108T11 20.000-

14.000 260.30 2072.82 A

B C D

0.144 0.144 0.144 0.388

3.2333.2333.2332.313

0.5810.5810.5810.647

1.1081.1081.108

1.2

1.1081.1081.108

1.2

3.1023.1023.1027.237

1545.58 257.60 D

T12 14.000-8.000

260.30 2447.30 A B C D

0.131 0.131 0.131 0.339

3.2953.2953.2952.461

0.5790.5790.5790.628

1.0981.0981.098

1.2

1.0981.0981.098

1.2

3.2973.2973.2977.385

1478.28 246.38 D

T13 8.000-5.000

133.73 1566.11 A B C D

0.178 0.178 0.178 0.355

3.0773.0773.0772.409

0.5860.5860.5860.634

1.1331.1331.133

1.2

1.1331.1331.133

1.2

2.6992.6992.6994.764

904.66 301.55 D

T14 5.000-0.000

218.11 2246.63 A B C D

0.132 0.132 0.132 0.277

3.2913.2913.2912.671

0.5790.5790.5790.609

1.0991.0991.099

1.2

1.0991.0991.099

1.2

3.9453.9453.9457.378

1552.29 310.46 D


OTM 460698 kg-m

15703.22


Section Elevation

m

Add Weight

kg

Self Weight

kg

F a c e

e CF

RR DF

DR

AE

m2

F

kg

w

kglm

Ctrl. Face

T1 66.000-60.000

27.55 399.29 A B C D

0.356 0.356 0.356 0.599

2.4062.4062.4061.901

0.6350.6350.6350.753

1111

1111

1.3751.3751.3752.082

128.72 21.45 D

T2 60.000-56.000

43.50 415.15 A B C D

0.362 0.362 0.362 0.971

2.3892.3892.3892.042

0.6370.6370.637

1

1111

1111

0.9300.9300.9302.494

161.84 40.46 D

T3 56.000-52.000

81.85 415.15 A B C D

0.362 0.362 0.362

1

2.3892.3892.389

2.1

0.6370.6370.637

1

1111

1111

0.9300.9300.9302.723

159.99* 40.00 D

T4 52.000-50.000

50.31 521.47 A B C D

0.386 0.386 0.386 0.737

2.3192.3192.3191.824

0.6460.6460.6460.847

1111

1111

1.0251.0251.0251.841

102.85 51.42 D

T5 50.000-45.000

191.46 1033.69 A B C D

0.169 0.169 0.169 0.464

3.1173.1173.1172.123

0.5850.5850.585

0.68

1111

1111

1.6761.6761.6763.786

254.52 50.90 D

T6 45.000-40.000

193.46 940.40 A B C D

0.185 0.185 0.185 0.488

3.0453.0453.0452.074

0.5870.5870.5870.691

1111

1111

1.8341.8341.8344.027

255.63 51.13 D

T7 40.000-35.000

202.33 1123.65 A B C D

0.249 0.249 0.249 0.565

2.782.782.78

1.943

0.6020.6020.6020.733

1111

1111

2.6012.6012.6015.133

292.12 58.42 D

T8 35.000-30.000

217.21 1292.86 A B

0.234 0.234

2.8392.839

0.5980.598

11

11

2.4472.447

293.84 58.77 D


HIPOTESIS 2

Page 20 of 51



Date 11:06:48 01/22/11




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

0.234 0.612

2.8391.887

0.5980.761

11

11

2.4475.547

T9 30.000-25.000

218.11 1532.00 A B C D

0.194 0.194 0.194 0.548

3.0063.0063.0061.968

0.5890.5890.5890.723

1111

1111

2.1702.1702.1705.135

270.85 54.17 D

T10 25.000-20.000

218.11 1603.17 A B C D

0.169 0.169 0.169

0.46

3.1193.1193.1192.132

0.5840.5840.5840.678

1111

1111

2.2872.2872.2875.090

273.84 54.77 D

T11 20.000-14.000

260.30 2072.82 A B C D

0.144 0.144 0.144 0.388

3.2333.2333.2332.313

0.5810.5810.5810.647

1111

1111

2.8002.8002.8006.031

323.97 54.00 D

T12 14.000-8.000

260.30 2447.30 A B C D

0.131 0.131 0.131 0.339

3.2953.2953.2952.461

0.5790.5790.5790.628

1111

1111

3.0013.0013.0016.154

309.72 51.62 D

T13 8.000-5.000

133.73 1566.11 A B C D

0.178 0.178 0.178 0.355

3.0773.0773.0772.409

0.5860.5860.5860.634

1111

1111

2.3812.3812.3813.970

189.32 63.11 D

T14 5.000-0.000

218.11 2246.63 A B C D

0.132 0.132 0.132 0.277

3.2913.2913.2912.671

0.5790.5790.5790.609

1111

1111

3.5903.5903.5906.148

324.81 64.96 D


OTM 99405 kg-m

3342.01


Section Elevation

m

Add Weight

kg

Self Weight

kg

F a c e

e CF

RR DF

DR

AE

m2

F

kg

w

kglm

Ctrl. Face

T1 66.000-60.000

27.55 399.29 A B C D

0.356 0.356 0.356 0.599

2.4062.4062.4061.901

0.6350.6350.6350.753

1.21.21.21.2

1.21.21.21.2

1.6501.6501.6502.498

154.47 25.74 D

T2 60.000-56.000

43.50 415.15 A B C D

0.362 0.362 0.362 0.971

2.3892.3892.3892.042

0.6370.6370.637

1

1.21.21.21.2

1.21.21.21.2

1.1161.1161.1162.993

163.29* 40.82 D

T3 56.000-52.000

81.85 415.15 A B C D

0.362 0.362 0.362

1

2.3892.3892.389

2.1

0.6370.6370.637

1

1.21.21.21.2

1.21.21.21.2

1.1161.1161.1163.268

159.99* 40.00 D

T4 52.000-50.000

50.31 521.47 A B C D

0.386 0.386 0.386 0.737

2.3192.3192.3191.824

0.6460.6460.6460.847

1.21.21.21.2

1.21.21.21.2

1.2311.2311.2312.209

123.41 61.71 D

T5 50.000-45.000

191.46 1033.69 A B C D

0.169 0.169 0.169 0.464

3.1173.1173.1172.123

0.5850.5850.585

0.68

1.1271.1271.127

1.2

1.1271.1271.127

1.2

1.8891.8891.8894.543

302.77 60.55 D

T6 45.000- 193.46 940.40 A 0.185 3.045 0.587 1.139 1.139 2.089 304.18 60.84 D


HIPOTESIS 2

Page 21 of 51



Date 11:06:48 01/22/11




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 B C D

0.185 0.185 0.488

3.0453.0452.074

0.5870.5870.691

1.1391.139

1.2

1.1391.139

1.2

2.0892.0894.833

T7 40.000-35.000

202.33 1123.65 A B C D

0.249 0.249 0.249 0.565

2.782.782.78

1.943

0.6020.6020.6020.733

1.1861.1861.186

1.2

1.1861.1861.186

1.2

3.0863.0863.0866.159

348.06 69.61 D

T8 35.000-30.000

217.21 1292.86 A B C D

0.234 0.234 0.234 0.612

2.8392.8392.8391.887

0.5980.5980.5980.761

1.1751.1751.175

1.2

1.1751.1751.175

1.2

2.8762.8762.8766.657

350.22 70.04 D

T9 30.000-25.000

218.11 1532.00 A B C D

0.194 0.194 0.194 0.548

3.0063.0063.0061.968

0.5890.5890.5890.723

1.1461.1461.146

1.2

1.1461.1461.146

1.2

2.4862.4862.4866.162

322.75 64.55 D

T10 25.000-20.000

218.11 1603.17 A B C D

0.169 0.169 0.169

0.46

3.1193.1193.1192.132

0.5840.5840.5840.678

1.1261.1261.126

1.2

1.1261.1261.126

1.2

2.5762.5762.5766.108

326.46 65.29 D

T11 20.000-14.000

260.30 2072.82 A B C D

0.144 0.144 0.144 0.388

3.2333.2333.2332.313

0.5810.5810.5810.647

1.1081.1081.108

1.2

1.1081.1081.108

1.2

3.1023.1023.1027.237

386.39 64.40 D

T12 14.000-8.000

260.30 2447.30 A B C D

0.131 0.131 0.131 0.339

3.2953.2953.2952.461

0.5790.5790.5790.628

1.0981.0981.098

1.2

1.0981.0981.098

1.2

3.2973.2973.2977.385

369.57 61.59 D

T13 8.000-5.000

133.73 1566.11 A B C D

0.178 0.178 0.178 0.355

3.0773.0773.0772.409

0.5860.5860.5860.634

1.1331.1331.133

1.2

1.1331.1331.133

1.2

2.6992.6992.6994.764

226.17 75.39 D

T14 5.000-0.000

218.11 2246.63 A B C D

0.132 0.132 0.132 0.277

3.2913.2913.2912.671

0.5790.5790.5790.609

1.0991.0991.099

1.2

1.0991.0991.099

1.2

3.9453.9453.9457.378

388.07 77.61 D


OTM 115174 kg-m

3925.80

Force Totals

Load Case

Vertical Forces

kg

Sum of Forces

X kg

Sum of Forces

Z kg


kg-m


kg-m

Sum of Torques

kg-m Leg Weight 9344.94 Bracing Weight 8264.74 Total Member Self-Weight 17609.68 1616 1189 Gusset Weight 83.28 Total Weight 23056.34 1616 1189 Wind 0 deg - No Ice 323.77 -19916.42 -683221 -12062 -1320Wind 45 deg - No Ice 15987.71 -15901.70 -537161 -526476 2660Wind 90 deg - No Ice 20103.50 25.91 -5259 -676096 4087Wind 180 deg - No Ice 469.44 19448.61 669294 -6236 1238Total Weight 23056.34 1616 1189 Wind 0 deg - Service 80.94 -4979.10 -170998 -2123 -330Wind 45 deg - Service 3996.93 -3975.43 -134483 -130727 665


HIPOTESIS 2

Page 22 of 51



Date 11:06:48 01/22/11




Load Case

Vertical Forces

kg

Sum of Forces

X kg

Sum of Forces

Z kg


kg-m


kg-m

Sum of Torques

kg-m Wind 90 deg - Service 5025.87 6.48 -1507 -168132 1022Wind 180 deg - Service 117.36 4862.15 167131 -667 309


No. Description



No. Elevation

m Component

Type Condition Gov.

Load Comb.

Force

kg

Major Axis Moment

kg-m

Minor Axis Moment

kg-m T1 66 - 60 Leg Max Tension 3 7116.57 -2 3

Max. Compression 3 -7373.08 -12 -1 Max. Mx 3 435.11 17 -10 Max. My 4 2852.24 -6 15 Max. Vy 4 -72.77 -7 3 Max. Vx 4 -50.64 1 8 Diagonal Max Tension 4 1237.04 0 0 Max. Compression 5 -1218.77 0 0 Max. Mx 2 290.76 0 0 Max. My 3 -45.48 0 0 Max. Vy 2 -1.40 0 0 Max. Vx 3 -0.04 0 0 Top Girt Max Tension 3 14.90 0 0 Max. Compression 3 -14.24 0 0 Max. Mx 1 0.01 0 0 Max. My 3 -5.74 0 0 Max. Vy 1 1.36 0 0 Max. Vx 3 -0.00 0 0

T2 60 - 56 Leg Max Tension 3 20652.23 2 3 Max. Compression 3 -20718.32 -34 -4 Max. Mx 3 405.72 41 -24 Max. My 5 10377.74 -18 35 Max. Vy 2 96.54 28 -17 Max. Vx 5 94.22 7 8 Diagonal Max Tension 5 2361.48 0 0 Max. Compression 2 -2380.69 0 0 Max. Mx 2 1446.37 0 0 Max. My 3 -1119.42 0 0 Max. Vy 2 1.39 0 0 Max. Vx 3 -0.03 0 0 Top Girt Max Tension 3 109.14 0 0


HIPOTESIS 2

Page 23 of 51



Date 11:06:48 01/22/11




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 -108.37 0 0 Max. Mx 1 2.34 0 0 Max. My 3 -108.30 0 0 Max. Vy 1 1.36 0 0 Max. Vx 3 -0.00 0 0

T3 56 - 52 Leg Max Tension 3 41530.40 -32 37 Max. Compression 3 -39182.30 -79 -78 Max. Mx 3 41518.77 94 93 Max. My 3 41518.77 94 93 Max. Vy 2 -307.84 -82 56 Max. Vx 3 -115.17 94 93 Diagonal Max Tension 2 3068.05 0 0 Max. Compression 5 -3152.65 0 0 Max. Mx 2 2473.16 0 0 Max. My 4 -221.00 0 0 Max. Vy 2 1.39 0 0 Max. Vx 4 -0.02 0 0 Top Girt Max Tension 5 191.46 0 0 Max. Compression 2 -192.96 0 0 Max. Mx 1 4.34 0 0 Max. My 3 -162.10 0 0 Max. Vy 1 1.36 0 0 Max. Vx 3 -0.00 0 0

T4 52 - 50 Leg Max Tension 3 30786.67 93 93 Max. Compression 3 -28965.08 3 2 Max. Mx 3 30786.67 93 93 Max. My 3 30786.67 93 93 Max. Vy 3 96.52 93 93 Max. Vx 3 97.87 93 93 Diagonal Max Tension 3 10846.91 0 0 Max. Compression 3 -10143.91 0 0 Max. Mx 2 -3915.35 -3 0 Max. My 3 -3574.65 0 1 Max. Vy 2 7.02 0 0 Max. Vx 3 2.83 0 0 Horizontal Max Tension 5 1173.85 0 0 Max. Compression 2 -1123.08 0 0 Max. Mx 4 1135.75 -1 0 Max. My 4 -1083.77 0 0 Max. Vy 4 2.73 0 0 Max. Vx 4 -0.91 0 0 Top Girt Max Tension 2 4772.79 0 0 Max. Compression 5 -4937.58 0 0 Max. Mx 4 -4790.42 1 0 Max. My 2 4772.79 0 0 Max. Vy 4 -3.39 0 0 Max. Vx 2 1.13 0 0 Inner Bracing Max Tension 5 104.74 0 0 Max. Compression 3 -120.34 0 0 Max. Mx 1 1.41 1 0 Max. My 4 101.62 0 0 Max. Vy 1 -2.42 0 0 Max. Vx 4 -0.00 0 0

T5 50 - 45 Leg Max Tension 3 23408.19 -20 -20 Max. Compression 3 -24813.25 12 14 Max. Mx 5 -17559.90 39 -5 Max. My 5 -17589.58 -5 39 Max. Vy 3 61.41 -32 -31 Max. Vx 3 -58.50 28 30 Diagonal Max Tension 5 2565.97 0 0 Max. Compression 2 -2626.80 0 0


HIPOTESIS 2

Page 24 of 51



Date 11:06:48 01/22/11




Section No.

Elevation m

Component Type

Condition Gov. Load

Comb.

Force

kg

Major Axis Moment

kg-m

Minor Axis Moment

kg-m Max. Mx 2 2220.88 -1 0 Max. My 4 331.37 0 0 Max. Vy 2 2.25 0 0 Max. Vx 4 -0.04 0 0 Horizontal Max Tension 3 100.89 0 0 Max. Compression 3 -131.80 1 0 Max. Mx 5 67.19 2 0 Max. My 2 67.07 2 0 Max. Vy 5 -4.76 2 0 Max. Vx 2 -0.12 2 0 Top Girt Max Tension 5 3128.79 0 0 Max. Compression 5 -2981.78 0 0 Max. Mx 1 84.70 -2 0 Max. My 4 87.68 0 0 Max. Vy 1 4.39 0 0 Max. Vx 4 -0.00 0 0 Inner Bracing Max Tension 3 187.01 0 0 Max. Compression 3 -82.60 0 0 Max. Mx 1 133.79 7 0 Max. My 4 1.12 0 0 Max. Vy 1 -10.33 0 0 Max. Vx 4 0.13 0 0

T6 45 - 40 Leg Max Tension 3 35669.06 -36 -37 Max. Compression 3 -38749.74 30 30 Max. Mx 5 -22785.63 73 -11 Max. My 5 -27023.20 -11 73 Max. Vy 5 93.67 -41 -24 Max. Vx 2 93.08 -23 -41 Diagonal Max Tension 4 3166.69 0 0 Max. Compression 4 -3220.58 0 0 Max. Mx 2 2784.95 -1 0 Max. My 4 28.77 0 0 Max. Vy 2 2.83 0 0 Max. Vx 4 -0.05 0 0 Horizontal Max Tension 5 126.49 4 0 Max. Compression 3 -197.03 -2 -1 Max. Mx 5 113.72 4 0 Max. My 5 -72.64 1 -2 Max. Vy 5 6.66 4 0 Max. Vx 5 2.38 1 -2 Top Girt Max Tension 2 142.56 0 0 Max. Compression 5 -185.64 0 0 Max. Mx 1 8.35 -2 0 Max. My 4 6.89 0 0 Max. Vy 1 4.39 0 0 Max. Vx 4 -0.00 0 0

T7 40 - 35 Leg Max Tension 3 50298.14 271 2 Max. Compression 3 -54472.25 -142 -1 Max. Mx 3 -54393.55 -323 -3 Max. My 3 -753.63 -15 -202 Max. Vy 3 -521.55 315 0 Max. Vx 3 216.01 -15 -202 Diagonal Max Tension 4 3915.76 0 0 Max. Compression 4 -4020.26 0 0 Max. Mx 2 3176.00 -1 0 Max. My 4 -369.74 0 0 Max. Vy 2 2.83 0 0 Max. Vx 4 -0.05 0 0 Horizontal Max Tension 3 557.86 3 -1 Max. Compression 3 -623.72 -2 -1 Max. Mx 5 532.14 4 0


HIPOTESIS 2

Page 25 of 51



Date 11:06:48 01/22/11




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 -255.71 0 3 Max. Vy 5 6.39 4 0 Max. Vx 4 -2.73 0 0 Top Girt Max Tension 5 179.60 0 0 Max. Compression 5 -255.45 0 0 Max. Mx 1 13.34 -2 0 Max. My 4 10.41 0 0 Max. Vy 1 4.39 0 0 Max. Vx 4 -0.00 0 0

T8 35 - 30 Leg Max Tension 3 68960.87 379 16 Max. Compression 3 -73030.47 -248 4 Max. Mx 3 -72994.31 478 -13 Max. My 3 -1108.44 -33 -315 Max. Vy 3 -989.90 478 -13 Max. Vx 3 -392.26 -33 -315 Diagonal Max Tension 2 5211.20 0 0 Max. Compression 2 -5365.68 0 0 Max. Mx 2 3796.73 2 0 Max. My 4 -473.63 0 0 Max. Vy 2 -4.47 0 0 Max. Vx 4 0.06 0 0 Horizontal Max Tension 3 1041.55 4 -2 Max. Compression 3 -1170.39 -3 -2 Max. Mx 5 677.96 6 1 Max. My 4 -326.66 0 4 Max. Vy 5 7.90 6 1 Max. Vx 4 -4.58 0 0 Top Girt Max Tension 4 145.01 0 0 Max. Compression 5 -273.60 0 0 Max. Mx 1 10.41 -2 0 Max. My 4 4.07 0 0 Max. Vy 1 4.39 0 0 Max. Vx 4 -0.00 0 0

T9 30 - 25 Leg Max Tension 3 67395.92 -145 -143 Max. Compression 3 -70996.87 113 104 Max. Mx 3 -70851.76 202 189 Max. My 2 -48050.86 -48 -193 Max. Vy 4 326.26 -158 -75 Max. Vx 3 412.89 -178 -179 Diagonal Max Tension 5 8122.38 -6 9 Max. Compression 2 -9025.63 0 0 Max. Mx 3 -4565.37 -16 -23 Max. My 3 -5954.87 -15 26 Max. Vy 3 13.88 -16 -23 Max. Vx 3 -19.82 0 0 Horizontal Max Tension 3 249.33 1 0 Max. Compression 4 -427.62 1 0 Max. Mx 2 22.80 1 0 Max. My 4 -8.08 1 0 Max. Vy 2 3.72 1 0 Max. Vx 4 0.46 1 0 Top Girt Max Tension 2 1014.29 0 0 Max. Compression 2 -1035.33 0 0 Max. Mx 8 -217.11 6 0 Max. My 4 32.91 0 0 Max. Vy 8 -11.53 0 0 Max. Vx 4 0.55 0 0 Redund Horz 1


Max. Compression 3 -1066.16 0 0 Max. Mx 1 38.71 0 0


HIPOTESIS 2

Page 26 of 51



Date 11:06:48 01/22/11




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 -390.76 0 0 Max. Vy 1 0.62 0 0 Max. Vx 4 -0.03 0 0 Redund Diag 1




Max. Compression 3 -61.82 0 0 Max. Mx 1 -0.37 0 0 Max. My 3 0.89 0 0 Max. Vy 1 1.03 0 0 Max. Vx 3 -0.00 0 0 Inner Bracing Max Tension 3 146.94 0 0 Max. Compression 3 -142.22 0 0 Max. Mx 1 9.75 4 0 Max. My 4 29.22 0 0 Max. Vy 1 -6.21 0 0 Max. Vx 4 0.04 0 0

T10 25 - 20 Leg Max Tension 3 73306.90 -84 -73 Max. Compression 3 -78299.98 193 185 Max. Mx 3 -77861.92 202 189 Max. My 5 -51577.69 65 192 Max. Vy 3 325.04 -197 -183 Max. Vx 3 -376.20 -197 -183 Diagonal Max Tension 3 7981.88 -10 15 Max. Compression 2 -8381.47 0 0 Max. Mx 3 -4202.59 -14 -20 Max. My 3 -4951.23 -14 22 Max. Vy 3 13.10 -14 -20 Max. Vx 3 -16.13 0 0 Horizontal Max Tension 3 271.77 1 0 Max. Compression 3 -404.91 1 0 Max. Mx 2 -10.92 1 0 Max. My 4 -9.95 1 0 Max. Vy 2 4.02 1 0 Max. Vx 4 0.37 1 0 Top Girt Max Tension 2 6791.36 0 0 Max. Compression 2 -6242.85 0 0 Max. Mx 8 1780.87 9 0 Max. My 4 312.35 0 0 Max. Vy 8 -14.37 0 0 Max. Vx 4 -0.69 0 0 Redund Horz 1




Max. Compression 3 -1280.12 0 0 Max. Mx 2 597.22 0 0 Max. My 2 311.42 0 0 Max. Vy 2 1.12 0 0 Max. Vx 2 0.12 0 0


HIPOTESIS 2

Page 27 of 51



Date 11:06:48 01/22/11




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


Max. Compression 3 -50.86 0 0 Max. Mx 1 -0.49 0 0 Max. My 3 0.84 0 0 Max. Vy 1 1.25 0 0 Max. Vx 3 -0.00 0 0 Inner Bracing Max Tension 2 132.43 0 0 Max. Compression 2 -132.43 0 0 Max. Mx 1 88.71 7 0 Max. My 4 23.50 0 0 Max. Vy 1 -7.74 0 0 Max. Vx 4 0.04 0 0

T11 20 - 14 Leg Max Tension 3 80059.77 -157 -155 Max. Compression 3 -86132.85 168 173 Max. Mx 4 -54678.31 -205 -40 Max. My 2 -56415.91 -34 -200 Max. Vy 4 339.52 -205 -40 Max. Vx 5 328.66 -59 -191 Diagonal Max Tension 3 7705.00 -9 12 Max. Compression 3 -7979.97 0 0 Max. Mx 3 -3599.71 -13 -18 Max. My 2 -7463.06 -6 -19 Max. Vy 3 10.83 -13 -18 Max. Vx 2 -11.89 0 0 Horizontal Max Tension 3 128.36 2 0 Max. Compression 4 -300.79 1 0 Max. Mx 2 -10.29 2 0 Max. My 5 -47.96 2 0 Max. Vy 2 4.64 2 0 Max. Vx 5 0.33 2 0 Top Girt Max Tension 2 6903.03 0 0 Max. Compression 2 -6289.26 0 0 Max. Mx 5 -6180.11 12 0 Max. My 4 387.35 0 -1 Max. Vy 5 -16.47 0 0 Max. Vx 4 -0.79 0 0 Redund Horz 1






Max. Compression 3 -37.69 0 0 Max. Mx 1 -1.00 0 0 Max. My 3 -1.01 0 0 Max. Vy 1 1.72 0 0 Max. Vx 3 -0.00 0 0 Inner Bracing Max Tension 2 133.42 0 0 Max. Compression 2 -133.42 0 0 Max. Mx 1 105.64 9 0


HIPOTESIS 2

Page 28 of 51



Date 11:06:48 01/22/11




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 21.68 0 0 Max. Vy 1 -9.26 0 0 Max. Vx 4 0.03 0 0

T12 14 - 8 Leg Max Tension 3 84505.18 -150 -133 Max. Compression 3 -91457.92 159 160 Max. Mx 4 -58512.71 -178 -34 Max. My 2 -59323.40 -40 -178 Max. Vy 2 270.67 -176 -42 Max. Vx 5 257.78 -44 -171 Diagonal Max Tension 3 9025.12 -11 14 Max. Compression 2 -9790.55 0 0 Max. Mx 3 -5048.76 -15 -20 Max. My 2 -9235.79 -8 -22 Max. Vy 3 13.73 -15 -20 Max. Vx 2 -13.15 0 0 Horizontal Max Tension 3 101.35 2 0 Max. Compression 3 -286.06 2 0 Max. Mx 2 -43.18 2 0 Max. My 2 -46.72 2 0 Max. Vy 2 5.39 2 0 Max. Vx 2 0.32 2 0 Top Girt Max Tension 2 8189.92 0 0 Max. Compression 2 -7367.53 0 0 Max. Mx 1 387.11 23 0 Max. My 4 505.95 0 -1 Max. Vy 1 26.09 0 0 Max. Vx 4 1.25 0 0 Redund Horz 1




Max. Compression 3 -1324.40 0 0 Max. Mx 2 454.80 -1 0 Max. My 4 214.49 0 0 Max. Vy 2 2.29 0 0 Max. Vx 4 -0.21 0 0 Redund Hip 1



T13 8 - 5 Leg Max Tension 3 83087.61 11 13 Max. Compression 3 -90611.24 -16 -16 Max. Mx 3 -89799.43 159 160 Max. My 3 -89799.43 159 160 Max. Vy 3 392.86 -139 -135 Max. Vx 3 388.76 159 160 Diagonal Max Tension 3 10541.88 0 0


HIPOTESIS 2

Page 29 of 51



Date 11:06:48 01/22/11




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 -11454.56 -22 29 Max. Mx 3 -10801.00 -22 -28 Max. My 3 -11454.56 -22 29 Max. Vy 3 -30.43 -22 -28 Max. Vx 3 -33.23 3 2 Top Girt Max Tension 2 5468.99 0 0 Max. Compression 2 -4856.96 0 0 Max. Mx 1 268.12 -25 0 Max. My 4 317.82 0 3 Max. Vy 1 -24.63 0 0 Max. Vx 4 2.97 0 0 Redund Horz 1


Max. Compression 3 -1368.86 0 0 Max. Mx 1 65.54 0 0 Max. My 4 -384.42 0 0 Max. Vy 1 -0.67 0 0 Max. Vx 4 -0.08 0 0 Redund Horz 2


Max. Compression 3 -1368.86 0 0 Max. Mx 1 65.54 0 0 Max. My 3 80.13 0 0 Max. Vy 1 1.58 0 0 Max. Vx 3 -0.19 0 0 Redund Horz 3










Max. Compression 3 -94.41 0 0 Max. Mx 1 1.72 0 0 Max. My 3 2.96 0 0 Max. Vy 1 1.91 0 0 Max. Vx 3 -0.00 0 0 Redund Hip 2 Max Tension 3 33.09 0 0


HIPOTESIS 2

Page 30 of 51



Date 11:06:48 01/22/11




Section No.

Elevation m

Component Type

Condition Gov. Load

Comb.

Force

kg

Major Axis Moment

kg-m

Minor Axis Moment

kg-m Bracing


T14 5 - 0 Leg Max Tension 3 82756.80 -11 -11 Max. Compression 3 -91303.07 0 0 Max. Mx 2 -61379.68 -297 42 Max. My 4 -60183.43 46 -296 Max. Vy 2 -179.37 -297 42 Max. Vx 2 177.81 -60 274 Diagonal Max Tension 3 9908.34 0 0 Max. Compression 3 -11170.92 10 -4 Max. Mx 3 -2775.15 -56 39 Max. My 4 -8796.26 5 -59 Max. Vy 3 37.00 5 -7 Max. Vx 4 -31.64 0 0 Top Girt Max Tension 3 54.13 6 -1 Max. Compression 3 -258.88 6 -1 Max. Mx 2 -84.44 7 -1 Max. My 2 -97.21 7 -1 Max. Vy 2 -13.84 7 -1 Max. Vx 3 -1.68 7 -1 Redund Horz 1


Max. Compression 3 -1379.34 0 0 Max. Mx 7 66.48 0 0 Max. My 3 1379.34 0 0 Max. Vy 7 -0.90 0 0 Max. Vx 3 0.11 0 0 Redund Horz 2


Max. Compression 3 -1379.34 0 0 Max. Mx 4 -84.70 -1 0 Max. My 2 -199.11 0 0 Max. Vy 4 2.42 0 0 Max. Vx 2 -0.29 0 0 Redund Diag 1








HIPOTESIS 2

Page 31 of 51



Date 11:06:48 01/22/11




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 -3.44 -1 0 Max. My 4 -25.28 0 0 Max. Vy 1 2.54 0 0 Max. Vx 4 0.00 0 0 Redund Hip 2


Max. Compression 4 -45.73 0 0 Max. Mx 1 -8.16 -3 0 Max. My 2 -44.62 0 0 Max. Vy 1 5.08 0 0 Max. Vx 2 0.00 0 0

Maximum Reactions


Comb.

Vertical kg

Horizontal, X kg

Horizontal, Z kg






Load Combination

Vertical

kg

Shearx

kg

Shearz

kg


kg-m


kg-m

Torque

kg-m Dead Only 23056.34 0.08 -0.09 1613 1188 0Dead+Wind 0 deg - No Ice 23056.30 323.78 -19914.65 -685366 -12075 -1335Dead+Wind 45 deg - No Ice 23056.29 15986.31 -15900.24 -538679 -527904 2659Dead+Wind 90 deg - No Ice 23056.30 20101.79 25.93 -5273 -678142 4101Dead+Wind 180 deg - No Ice 23056.30 469.43 19446.87 671388 -6231 1252Dead+Wind 0 deg - Service 23056.34 80.95 -4978.67 -170131 -2126 -334


HIPOTESIS 2

Page 32 of 51



Date 11:06:48 01/22/11




Load Combination

Vertical

kg

Shearx

kg

Shearz

kg


kg-m


kg-m

Torque

kg-m Dead+Wind 45 deg - Service 23056.34 3996.61 -3975.09 -133462 -131085 665Dead+Wind 90 deg - Service 23056.34 5025.45 6.48 -102 -168644 1026Dead+Wind 180 deg - Service 23056.34 117.36 4861.71 169077 -659 313

Solution Summary

Load Comb.


kg PY kg

PZ kg

PX kg

PY kg

PZ kg

1 0.00 -23056.34 -0.00 -0.08 23056.34 0.09 0.001% 2 323.77 -23056.34 -19916.42 -323.78 23056.30 19914.65 0.006% 3 15987.71 -23056.34 -15901.70 -15986.31 23056.29 15900.24 0.006% 4 20103.50 -23056.34 25.91 -20101.79 23056.30 -25.93 0.006% 5 469.44 -23056.34 19448.61 -469.43 23056.30 -19446.87 0.006% 6 80.94 -23056.34 -4979.10 -80.95 23056.34 4978.67 0.002% 7 3996.93 -23056.34 -3975.42 -3996.61 23056.34 3975.09 0.002% 8 5025.87 -23056.34 6.48 -5025.45 23056.34 -6.48 0.002% 9 117.36 -23056.34 4862.15 -117.36 23056.34 -4861.71 0.002%


Load Combination



Force Tolerance

1 Yes 6 0.00000001 0.00003342 2 Yes 15 0.00008777 0.00013883 3 Yes 15 0.00009515 0.00014954 4 Yes 15 0.00008762 0.00013824 5 Yes 15 0.00008773 0.00013922 6 Yes 15 0.00000001 0.00013283 7 Yes 15 0.00000001 0.00013270 8 Yes 15 0.00000001 0.00013214 9 Yes 15 0.00000001 0.00013353


Section No.

Elevation

m

Horz. Deflection

mm

Gov. Load

Comb.

Tilt °

Twist °

T1 66 - 60 243.03 7 0.5172 0.0303 T2 60 - 56 189.37 7 0.4891 0.0291 T3 56 - 52 156.27 7 0.4387 0.0264 T4 52 - 50 128.49 7 0.3273 0.0203 T5 50 - 45 118.49 7 0.2843 0.0199 T6 45 - 40 93.83 7 0.2644 0.0188 T7 40 - 35 71.38 7 0.2333 0.0173 T8 35 - 30 51.59 7 0.2004 0.0151 T9 30 - 25 35.37 7 0.1553 0.0130

T10 25 - 20 23.00 7 0.1195 0.0086 T11 20 - 14 13.57 7 0.0874 0.0058


HIPOTESIS 2

Page 33 of 51



Date 11:06:48 01/22/11




Section No.

Elevation

m

Horz. Deflection

mm

Gov. Load

Comb.

Tilt °

Twist °

T12 14 - 8 5.44 7 0.0570 0.0031 T13 8 - 5 0.55 7 0.0289 0.0016 T14 5 - 0 0.61 7 0.0168 0.0011


Elevation

m


Comb.

Deflection

mm

Tilt °

Twist °

Radius of Curvature

m 66.000 RYMSA UHF/AT15-250 PANEL 7 243.03 0.5172 0.0303 25494 65.500 RYMSA UHF/AT15-250 PANEL 7 238.48 0.5154 0.0303 25494 65.000 RYMSA UHF/AT15-250 PANEL 7 233.93 0.5136 0.0302 25494 64.500 RYMSA UHF/AT15-250 PANEL 7 229.39 0.5117 0.0301 25494 64.000 RYMSA UHF/AT15-250 PANEL 7 224.86 0.5098 0.0300 19426 63.500 RYMSA UHF/AT15-250 PANEL 7 220.35 0.5077 0.0299 15541 63.000 RYMSA UHF/AT15-250 PANEL 7 215.85 0.5056 0.0298 12951 62.500 RYMSA UHF/AT15-250 PANEL 7 211.37 0.5033 0.0297 11101 62.000 RYMSA UHF/AT15-250 PANEL 7 206.91 0.5009 0.0296 9713 61.500 ANTENA PANEL UHF 0.48x0.983 7 202.48 0.4982 0.0295 8634 60.000 ANTENA PANEL UHF 0.48x0.983 7 189.37 0.4891 0.0291 6547 59.500 ANTENA PANEL UHF 0.48x0.983 7 185.07 0.4855 0.0290 6117 59.000 ANTENA PANEL UHF 0.48x0.983 7 180.81 0.4815 0.0288 5764 58.500 ANTENA PANEL UHF 0.48x0.983 7 176.60 0.4769 0.0286 5461 58.000 ANTENA PANEL UHF 0.48x0.983 7 172.43 0.4714 0.0283 5190 57.500 ANTENA PANEL UHF 0.48x0.983 7 168.31 0.4651 0.0280 4945 57.000 ANTENA PANEL UHF 0.48x0.983 7 164.24 0.4576 0.0276 4687 56.500 ANTENA PANEL UHF 0.48x0.983 7 160.23 0.4489 0.0270 4290 56.000 ANTENA PANEL UHF 0.48x0.983 7 156.27 0.4387 0.0264 3708 55.500 ANTENA PANEL UHF 0.48x0.983 7 152.37 0.4270 0.0256 3043 55.000 ANTENA PANEL UHF 0.48x0.983 7 148.55 0.4140 0.0248 2473 54.500 ANTENA PANEL UHF 0.48x0.983 7 144.83 0.4000 0.0239 2046 54.000 ANTENA PANEL UHF 0.48x0.983 7 141.23 0.3854 0.0230 1740 50.000 ANTENA PANEL FM KATHREIN 7 118.49 0.2843 0.0199 405229 49.000 ANTENA PANEL FM KATHREIN 7 113.62 0.2731 0.0198 11478 48.000 ANTENA PANEL FM KATHREIN 7 108.66 0.2676 0.0197 30894 47.000 ANTENA PANEL FM KATHREIN 7 103.67 0.2658 0.0194 34308 46.000 ANTENA PANEL FM KATHREIN 7 98.70 0.2654 0.0191 11273 45.000 ANTENA PANEL FM KATHREIN 7 93.83 0.2644 0.0188 7603 44.000 ANTENA PANEL FM KATHREIN 7 89.09 0.2609 0.0185 7336 43.000 ANTENA PANEL FM KATHREIN 7 84.49 0.2553 0.0182 8047 42.000 ANTENA PANEL FM KATHREIN 7 80.02 0.2483 0.0179 8966 41.800 (2) ANTENA PANEL FM

KATHREIN 7 79.14 0.2468 0.0179 9176


7 76.95 0.2430 0.0177 9744


7 74.79 0.2392 0.0176 10319


7 72.65 0.2355 0.0174 10735


7 70.54 0.2319 0.0172 10791


7 68.45 0.2285 0.0170 10454


7 66.38 0.2253 0.0168 9914


7 64.34 0.2222 0.0165 9349


HIPOTESIS 2

Page 34 of 51



Date 11:06:48 01/22/11




Elevation

m


Comb.

Deflection

mm

Tilt °

Twist °

Radius of Curvature

m 37.800 (2) ANTENA PANEL FM

KATHREIN 7 62.32 0.2191 0.0163 8811



Section No.

Elevation

m

Horz. Deflection

mm

Gov. Load

Comb.

Tilt °

Twist °

T1 66 - 60 983.57 3 2.0940 0.1196 T2 60 - 56 766.40 3 1.9784 0.1157 T3 56 - 52 632.59 3 1.7736 0.1050 T4 52 - 50 520.32 3 1.3248 0.0812 T5 50 - 45 479.78 3 1.1523 0.0797 T6 45 - 40 379.86 3 1.0720 0.0754 T7 40 - 35 288.85 3 0.9467 0.0692 T8 35 - 30 208.60 3 0.8129 0.0606 T9 30 - 25 142.83 3 0.6297 0.0523

T10 25 - 20 92.80 3 0.4842 0.0343 T11 20 - 14 54.69 3 0.3538 0.0234 T12 14 - 8 21.90 3 0.2303 0.0125 T13 8 - 5 2.17 3 0.1168 0.0064 T14 5 - 0 2.49 3 0.0679 0.0044


Elevation

m


Comb.

Deflection

mm

Tilt °

Twist °

Radius of Curvature

m 66.000 RYMSA UHF/AT15-250 PANEL 3 983.57 2.0940 0.1196 6219 65.500 RYMSA UHF/AT15-250 PANEL 3 965.16 2.0866 0.1194 6219 65.000 RYMSA UHF/AT15-250 PANEL 3 946.76 2.0791 0.1192 6219 64.500 RYMSA UHF/AT15-250 PANEL 3 928.38 2.0713 0.1189 6219 64.000 RYMSA UHF/AT15-250 PANEL 3 910.05 2.0633 0.1187 4739 63.500 RYMSA UHF/AT15-250 PANEL 3 891.77 2.0550 0.1184 3791 63.000 RYMSA UHF/AT15-250 PANEL 3 873.56 2.0461 0.1181 3159 62.500 RYMSA UHF/AT15-250 PANEL 3 855.42 2.0368 0.1178 2708 62.000 RYMSA UHF/AT15-250 PANEL 3 837.38 2.0267 0.1175 2369 61.500 ANTENA PANEL UHF 0.48x0.983 3 819.44 2.0160 0.1171 2106 60.000 ANTENA PANEL UHF 0.48x0.983 3 766.40 1.9784 0.1157 1598 59.500 ANTENA PANEL UHF 0.48x0.983 3 749.02 1.9637 0.1152 1494 59.000 ANTENA PANEL UHF 0.48x0.983 3 731.80 1.9472 0.1145 1410 58.500 ANTENA PANEL UHF 0.48x0.983 3 714.77 1.9283 0.1137 1337 58.000 ANTENA PANEL UHF 0.48x0.983 3 697.92 1.9062 0.1126 1272 57.500 ANTENA PANEL UHF 0.48x0.983 3 681.26 1.8804 0.1113 1213


HIPOTESIS 2

Page 35 of 51



Date 11:06:48 01/22/11




Elevation

m


Comb.

Deflection

mm

Tilt °

Twist °

Radius of Curvature

m 57.000 ANTENA PANEL UHF 0.48x0.983 3 664.82 1.8501 0.1096 1151 56.500 ANTENA PANEL UHF 0.48x0.983 3 648.59 1.8147 0.1075 1055 56.000 ANTENA PANEL UHF 0.48x0.983 3 632.59 1.7736 0.1050 914 55.500 ANTENA PANEL UHF 0.48x0.983 3 616.83 1.7263 0.1020 753 55.000 ANTENA PANEL UHF 0.48x0.983 3 601.39 1.6738 0.0987 613 54.500 ANTENA PANEL UHF 0.48x0.983 3 586.37 1.6175 0.0952 508 54.000 ANTENA PANEL UHF 0.48x0.983 3 571.83 1.5587 0.0917 433 50.000 ANTENA PANEL FM KATHREIN 3 479.78 1.1523 0.0797 109167 49.000 ANTENA PANEL FM KATHREIN 3 460.05 1.1072 0.0794 2870 48.000 ANTENA PANEL FM KATHREIN 3 439.95 1.0853 0.0788 7748 47.000 ANTENA PANEL FM KATHREIN 3 419.73 1.0780 0.0778 8693 46.000 ANTENA PANEL FM KATHREIN 3 399.61 1.0765 0.0766 2808 45.000 ANTENA PANEL FM KATHREIN 3 379.86 1.0720 0.0754 1894 44.000 ANTENA PANEL FM KATHREIN 3 360.66 1.0580 0.0743 1825 43.000 ANTENA PANEL FM KATHREIN 3 342.01 1.0354 0.0731 2006 42.000 ANTENA PANEL FM KATHREIN 3 323.86 1.0073 0.0720 2242 41.800 (2) ANTENA PANEL FM

KATHREIN 3 320.29 1.0013 0.0717 2296


3 311.43 0.9860 0.0711 2442


3 302.67 0.9706 0.0704 2590


3 294.01 0.9554 0.0697 2695


3 285.43 0.9410 0.0689 2704


3 276.95 0.9273 0.0681 2608


3 268.56 0.9142 0.0672 2459


3 260.27 0.9016 0.0663 2307


3 252.09 0.8891 0.0654 2171


Bolt Design Data

Section No.

Elevation

m

Component Type

Bolt Grade

Bolt Size

mm

NumberOf

Bolts

MaximumLoad per

Bolt kg

AllowableLoad

kg

Ratio Load

Allowable

Allowable Ratio

Criteria

T1 66 Leg A325N 16 8 13.82 5528.16 0.002 1.333 Bearing



T2 60 Leg A325N 16 12 1438.50 5528.16 0.260 1.333 Bearing



HIPOTESIS 2

Page 36 of 51



Date 11:06:48 01/22/11




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


T3 56 Leg A325N 16 12 3808.57 5528.16 0.689 1.333 Bearing



T4 52 Leg A325N 16 16 3848.33 5528.16 0.696 1.333 Bearing




T5 50 Leg A325N 16 14 2871.78 5528.16 0.519 1.333 Bearing




T6 45 Leg A325N 16 14 4596.84 5528.16 0.832 1.333 Bearing




T7 40 Leg A325N 16 20 4659.12 5844.72 0.797 1.333 Bolt DS




T8 35 Leg A325N 16 20 6416.66 5844.72 1.098 1.333 Bolt DS




T9 30 Leg A325N 16 20 7098.09 5844.72 1.214 1.333 Bolt DS




T10 25 Leg A325N 16 24 6492.41 5844.72 1.111 1.333 Bolt DS




T11 20 Leg A325N 16 28 6128.08 5844.72 1.048 1.333 Bolt DS




T12 14 Leg A325N 16 28 6504.79 5844.72 1.113 1.333 Bolt DS





HIPOTESIS 2

Page 37 of 51



Date 11:06:48 01/22/11




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

T13 8 Leg A325N 16 28 6416.61 5844.72 1.098 1.333 Bolt DS



T14 5 Leg A325N 16 28 6508.78 5844.72 1.114 1.333 Bolt DS



Compression Checks


Section No.

Elevation

m

Size

L

m

Lu

m

Kl/r

Fa

MPa

A

mm2

Actual P kg

Allow. Pa kg

Ratio P Pa

T1 66 - 60 L76x76x6 6.000 0.500 44.3 K=1.33

174 929 -7373.06 16465.77 0.448

T2 60 - 56 2L76x76x6.4 4.000 0.500 44.3 K=1.33

174 1855 -20718.34 32879.79 0.630

T3 56 - 52 2L76x76x6.4 4.000 0.500 44.3 K=1.33

174 1855 -39182.32 32879.79 1.192

T4 52 - 50 2L102x102x6.4 2.213 1.107 54.8 K=1.00

140 2503 -28965.06 35784.95 0.809

T5 50 - 45 3L76x76x6.4 5.000 1.250 83.1 K=1.00

127 2782 -24813.23 35973.51 0.690

T6 45 - 40 3L76x76x6.4 5.000 1.250 83.1 K=1.00

127 2782 -38749.73 35973.51 1.077

T7 40 - 35 4L76x76x6 5.000 1.250 39.4 K=1.00

179 3716 -54472.38 67716.37 0.804

T8 35 - 30 4L76x76x6 5.000 1.250 39.4 K=1.00

179 3716 -73030.66 67716.37 1.078

T9 30 - 25 L102x7.9+L102x12.7 5.011 1.253 62.6 K=1.00

154 4265 -70996.75 66770.18 1.063

T10 25 - 20 L102x7.9+L102x12.7 5.011 1.253 62.6 K=1.00

154 4265 -78300.04 66770.18 1.173

T11 20 - 14 L102x9.5+L127x12.7 6.014 1.503 75.7 K=1.00

137 4910 -86132.68 68554.16 1.256

T12 14 - 8 2L102x102x12.7 6.014 1.503 56.8 K=0.75

160 4839 -91457.86 79134.65 1.156

T13 8 - 5 2L102x102x12.7 3.043 0.761 38.3 K=1.00

180 4839 -90611.45 88681.42 1.022

T14 5 - 0 L102x12.7+L152x12.7 5.072 1.691 67.7 K=1.00

147 6129 -91303.18 92029.38 0.992


HIPOTESIS 2

Page 38 of 51



Date 11:06:48 01/22/11





Section No.

Elevation

m

Size

L

m

Lu

m

Kl/r

Fa

MPa

A

mm2

Actual P kg

Allow. Pa kg

Ratio P Pa

T1 66 - 60 L51x51x4.8 0.781 0.682 68.1 K=1.00

147 461 -1218.77 6901.91 0.177

T2 60 - 56 L51x51x4.8 0.781 0.682 68.2 K=1.00

147 461 -2380.69 6900.37 0.345

T3 56 - 52 L51x51x4.8 0.781 0.682 68.2 K=1.00

147 461 -3152.65 6900.37 0.457

T4 52 - 50 L76x76x6.4 1.409 1.290 85.8 K=1.00

123 929 -10143.92 11646.58 0.871

T5 50 - 45 L51x51x4.8 1.582 1.520 151.9 K=1.00

45 461 -2626.80 2098.77 1.252

T6 45 - 40 L64x64x4.8 1.582 1.520 120.9 K=1.00

70 582 -3220.58 4179.10 0.771

T7 40 - 35 L64x64x4.8 1.582 1.520 120.9 K=1.00

70 582 -4020.26 4180.00 0.962

T8 35 - 30 2L51x51x5 1.582 1.520 97.0 K=1.00

106 923 -5365.68 9985.29 0.537

T9 30 - 25 2L51x51x5 2.779 1.390 88.7 K=1.00

119 923 -9025.63 11170.80 0.808

T10 25 - 20 2L51x51x5 2.891 1.446 92.2 K=1.00

113 923 -8381.48 10671.90 0.785

T11 20 - 14 2L51x51x5 3.468 1.734 110.6 K=1.00

84 923 -7979.96 7913.10 1.008

T12 14 - 8 2L51x51x6 3.620 1.810 117.0 K=1.00

75 1213 -9790.57 9303.27 1.052

T13 8 - 5 2L64x64x5 3.635 0.909 46.0 K=1.00

172 1161 -11454.57 20361.95 0.563

T14 5 - 0 L102x102x6.4 5.854 1.951 96.6 K=1.00

100 1252 -11170.94 12740.64 0.877


Section No.

Elevation

m

Size

L

m

Lu

m

Kl/r

Fa

MPa

A

mm2

Actual P kg

Allow. Pa kg

Ratio P Pa

T4 52 - 50 L51x51x4.8 1.270 1.168 116.7 K=1.00

76 461 -1123.08 3555.47 0.316

T5 50 - 45 L51x51x4.8 1.940 0.932 93.1 K=1.00

112 461 -131.80 5272.42 0.025

T6 45 - 40 L51x51x4.8 1.940 1.864 118.9 K=1.00

73 461 -197.03 3423.49 0.058

T7 40 - 35 L51x51x4.8 1.940 1.864 118.9 K=1.00

73 461 -623.72 3424.22 0.182

T8 35 - 30 L51x51x4.8 1.940 1.864 118.9 K=1.00

73 461 -1170.39 3424.22 0.342

T9 30 - 25 L51x51x4.8 2.178 1.038 103.8 K=1.00

95 461 -427.62 4482.78 0.095


HIPOTESIS 2

Page 39 of 51



Date 11:06:48 01/22/11




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 25 - 20 L51x51x4.8 2.655 1.277 127.6 K=1.00

63 461 -404.91 2974.65 0.136

T11 20 - 14 L51x51x4.8 3.181 1.539 153.8 K=1.00

44 461 -300.79 2046.69 0.147

T12 14 - 8 L51x51x4.8 3.754 1.826 182.5 K=1.00

31 461 -286.06 1454.81 0.197


Section No.

Elevation

m

Size

L

m

Lu

m

Kl/r

Fa

MPa

A

mm2

Actual P kg

Allow. Pa kg

Ratio P Pa

T1 66 - 60 L51x51x4.8 0.600 0.524 52.3 K=1.00

165 461 -14.24 7777.75 0.002

T2 60 - 56 L51x51x4.8 0.600 0.524 52.3 K=1.00

165 461 -108.37 7777.75 0.014

T3 56 - 52 L51x51x4.8 0.600 0.524 52.4 K=1.00

165 461 -192.96 7776.71 0.025

T4 52 - 50 2L51x51x6 0.600 0.524 24.3 K=1.00

192 1213 -4937.58 23731.19 0.208

T5 50 - 45 L51x51x4.8 1.940 1.838 117.3 K=1.00

75 461 -2981.78 3521.03 0.847

T6 45 - 40 L51x51x4.8 1.940 1.864 118.9 K=1.00

73 461 -185.64 3423.49 0.054

T7 40 - 35 L51x51x4.8 1.940 1.864 118.9 K=1.00

73 461 -255.45 3423.49 0.075

T8 35 - 30 L51x51x4.8 1.940 1.864 118.9 K=1.00

73 461 -273.60 3424.22 0.080

T9 30 - 25 2L51x51x6 1.940 1.864 86.4 K=1.00

122 1213 -1035.33 15090.57 0.069

T10 25 - 20 2L51x51x6 2.417 2.315 107.4 K=1.00

89 1213 -6242.84 11046.02 0.565

T11 20 - 14 2L64x64x5 2.894 2.792 105.7 K=1.00

92 1161 -6289.24 10904.55 0.577

T12 14 - 8 2L64x64x6 3.467 3.365 126.2 K=1.00

65 1535 -7367.52 10124.32 0.728

T13 8 - 5 L102x102x6.4 4.040 3.938 124.0 K=1.00

67 1252 -4856.98 8540.15 0.569

T14 5 - 0 L76x76x6.4 4.763 2.331 98.7 K=1.00

104 929 -258.88 9806.22 0.026


Section No.

Elevation

m

Size

L

m

Lu

m

Kl/r

Fa

MPa

A

mm2

Actual P kg

Allow. Pa kg

Ratio P Pa

T9 30 - 25 L38x38x3.2 0.545 0.494 65.6 150 232 -1066.16 3542.46 0.301


HIPOTESIS 2

Page 40 of 51



Date 11:06:48 01/22/11




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 T10 25 - 20 L38x38x3.2 0.664 0.613 81.5

K=1.00 129 232 -1175.83 3050.35 0.385

T11 20 - 14 L38x38x3.2 0.795 0.744 98.9 K=1.00

103 232 -1293.46 2437.17 0.531

T12 14 - 8 L51x51x4.8 0.938 0.888 88.7 K=1.00

119 461 -1373.43 5584.22 0.246

T13 8 - 5 L38x38x3.2 0.595 0.545 72.4 K=1.00

141 232 -1368.86 3340.34 0.410

T14 5 - 0 L38x38x3.2 0.794 0.730 97.1 K=1.00

106 232 -1379.34 2506.32 0.550


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 8 - 5 L44x44x3.2 1.191 1.140 129.4 K=1.00

61 272 -1368.86 1706.45 0.802

T14 5 - 0 L51x51x3.2 1.588 1.524 150.9 K=1.00

45 312 -1379.34 1440.02 0.958


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 8 - 5 L51x51x3.2 1.786 1.735 171.9 K=1.00

35 312 -1368.86 1110.90 1.232


Section No.

Elevation

m

Size

L

m

Lu

m

Kl/r

Fa

MPa

A

mm2

Actual P kg

Allow. Pa kg

Ratio P Pa

T9 30 - 25 L51x51x3.2 1.390 1.250 123.8 K=1.00

67 312 -1360.21 2140.51 0.635

T10 25 - 20 L51x51x3.2 1.446 1.329 131.6 K=1.00

59 312 -1280.12 1893.32 0.676

T11 20 - 14 L51x51x3.2 1.734 1.617 160.2 K=1.00

40 312 -1410.30 1278.76 1.103

T12 14 - 8 L51x51x4.8 1.810 1.708 170.7 K=1.00

35 461 -1324.40 1661.74 0.797

T13 8 - 5 L51x51x6.4 1.020 0.945 95.2 109 605 -1172.86 6722.83 0.174


HIPOTESIS 2

Page 41 of 51



Date 11:06:48 01/22/11




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 T14 5 - 0 L51x51x6.4 1.780 1.600 161.1

K=1.00 40 605 -1546.71 2448.91 0.632


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 8 - 5 L51x51x4.8 1.487 1.428 142.7 K=1.00

51 461 -854.86 2377.18 0.360

T14 5 - 0 L51x51x4.8 2.177 2.098 209.7 K=1.00

23 461 -945.80 1101.61 0.859


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 8 - 5 L51x51x6.4 2.023 1.968 198.2 K=1.00

26 605 -781.14 1617.80 0.483


Section No.

Elevation

m

Size

L

m

Lu

m

Kl/r

Fa

MPa

A

mm2

Actual P kg

Allow. Pa kg

Ratio P Pa

T9 30 - 25 L44x44x3.2 0.770 0.770 87.4 K=1.00

118 272 -61.82 3278.29 0.019

T10 25 - 20 L44x44x3.2 0.939 0.939 106.6 K=1.00

90 272 -50.86 2510.07 0.020

T11 20 - 14 L51x51x3.2 1.124 1.124 111.4 K=1.00

82 312 -37.69 2624.89 0.014

T12 14 - 8 L51x51x4.8 1.327 1.327 132.6 K=1.00

59 461 -43.53 2754.23 0.016

T13 8 - 5 L51x51x4.8 0.842 0.842 84.1 K=1.00

125 461 -94.41 5893.84 0.016

T14 5 - 0 L51x51x4.8 1.123 1.123 112.2 K=1.00

82 461 -69.11 3848.52 0.018



HIPOTESIS 2

Page 42 of 51



Date 11:06:48 01/22/11




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 8 - 5 L51x51x4.8 1.684 1.684 168.3 K=1.00

36 461 -55.76 1710.46 0.033

T14 5 - 0 L51x51x4.8 2.245 2.245 224.4 K=1.00

20 461 -45.73 962.13 0.048


Section No.

Elevation

m

Size

L

m

Lu

m

Kl/r

Fa

MPa

A

mm2

Actual P kg

Allow. Pa kg

Ratio P Pa

T4 52 - 50 L64x64x4.8 0.849 0.773 61.4 K=1.00

155 582 -120.34 9184.98 0.013

T5 50 - 45 L64x64x6.4 2.744 2.642 211.8 K=1.00

23 768 -63.25 1796.67 0.035

T9 30 - 25 L51x51x4.8 2.744 2.667 266.5 K=1.00

14 461 -142.22 681.74 0.209

KL/R > 250 (C) - 375 T10 25 - 20 L51x51x4.8 3.418 3.317 331.4

K=1.00 9 461 -132.43 440.97 0.300

KL/R > 250 (C) - 450 T11 20 - 14 L51x51x4.8 4.093 3.991 398.8

K=1.00 6 461 -133.42 304.50 0.438

KL/R > 250 (C) - 525 T12 14 - 8 L51x51x4.8 4.903 4.801 479.8

K=1.00 4 461 -156.29 210.39 0.743

KL/R > 250 (C) - 600 T13 8 - 5 L51x51x4.8 5.713 5.612 560.8

K=1.00 3 461 -103.03 154.02 0.669

KL/R > 250 (C) - 675

Tension Checks


Section No.

Elevation

m

Size

L

m

Lu

m

Kl/r

Fa

MPa

A

mm2

Actual P kg

Allow. Pa kg

Ratio P Pa

T1 66 - 60 L76x76x6 6.000 0.500 21.2 224 687 7116.55 15699.97 0.453

T2 60 - 56 2L76x76x6.4 4.000 0.500 21.2 224 1613 20652.25 36854.39 0.560

T3 56 - 52 2L76x76x6.4 4.000 0.500 21.2 224 1613 41530.38 36854.39 1.127

T4 52 - 50 2L102x102x6.4 2.213 1.107 34.9 224 2261 30786.68 51670.08 0.596


HIPOTESIS 2

Page 43 of 51



Date 11:06:48 01/22/11




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 50 - 45 3L76x76x6.4 5.000 1.250 52.9 224 2540 23408.18 58045.78 0.403

T6 45 - 40 3L76x76x6.4 5.000 1.250 52.9 224 2540 35669.06 58045.78 0.614

T7 40 - 35 4L76x76x6 5.000 1.250 39.4 224 2748 50297.96 62799.88 0.801

T8 35 - 30 4L76x76x6 5.000 1.250 39.4 224 2748 68961.03 62799.88 1.098

T9 30 - 25 L102x7.9+L102x12.7 5.011 1.253 40.1 224 3902 67396.13 89150.88 0.756

T10 25 - 20 L102x7.9+L102x12.7 5.011 1.253 40.1 224 3902 73306.90 89150.88 0.822

T11 20 - 14 L102x9.5+L127x12.7 6.014 1.503 48.5 224 4426 80059.98 101128.45 0.792

T12 14 - 8 2L102x102x12.7 6.014 1.503 48.5 224 4355 84505.19 99506.85 0.849

T13 8 - 5 2L102x102x12.7 3.043 0.761 24.6 224 4355 83087.71 99506.85 0.835

T14 5 - 0 L102x12.7+L152x12.7 5.072 1.691 43.2 224 5645 82756.59 128990.37 0.642


Section No.

Elevation

m

Size

L

m

Lu

m

Kl/r

Fa

MPa

A

mm2

Actual P kg

Allow. Pa kg

Ratio P Pa

T1 66 - 60 L51x51x4.8 0.781 0.682 43.5 224 278 1237.04 6350.48 0.195

T2 60 - 56 L51x51x4.8 0.781 0.682 43.5 224 278 2361.48 6350.48 0.372

T3 56 - 52 L51x51x4.8 0.781 0.682 43.5 224 278 3068.05 6350.48 0.483

T4 52 - 50 L76x76x6.4 1.409 1.290 54.6 224 591 10846.89 13502.54 0.803

T5 50 - 45 L51x51x4.8 1.582 1.520 97.0 224 278 2565.96 6350.48 0.404

T6 45 - 40 L64x64x4.8 1.582 1.520 76.9 224 368 3166.69 8418.00 0.376

T7 40 - 35 L64x64x4.8 1.582 1.520 76.9 224 368 3915.76 8418.00 0.465

T8 35 - 30 2L51x51x5 1.582 1.520 97.0 224 556 5211.19 12700.95 0.410

T9 30 - 25 2L51x51x5 2.779 1.390 88.7 224 556 8122.39 12700.95 0.640

T10 25 - 20 2L51x51x5 2.891 1.446 92.2 224 556 7981.87 12700.95 0.628

T11 20 - 14 2L51x51x5 3.468 1.734 110.6 224 556 7704.99 12700.95 0.607

T12 14 - 8 2L51x51x6 3.620 1.810 117.0 224 728 9025.13 16639.77 0.542


HIPOTESIS 2

Page 44 of 51



Date 11:06:48 01/22/11




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 8 - 5 2L64x64x5 3.635 0.909 46.0 224 735 10541.90 16791.77 0.628

T14 5 - 0 L102x102x6.4 5.854 1.951 61.5 224 833 9908.36 19030.70 0.521


Section No.

Elevation

m

Size

L

m

Lu

m

Kl/r

Fa

MPa

A

mm2

Actual P kg

Allow. Pa kg

Ratio P Pa

T4 52 - 50 L51x51x4.8 1.270 1.168 74.5 224 278 1173.86 6350.48 0.185

T5 50 - 45 L51x51x4.8 1.940 0.932 59.5 224 278 100.89 6350.48 0.016

T6 45 - 40 L51x51x4.8 1.940 1.864 118.9 224 278 126.49 6350.48 0.020

T7 40 - 35 L51x51x4.8 1.940 1.864 118.9 224 278 557.86 6350.48 0.088

T8 35 - 30 L51x51x4.8 1.940 1.864 118.9 224 278 1041.55 6350.48 0.164

T9 30 - 25 L51x51x4.8 2.178 1.038 66.3 224 278 249.33 6350.48 0.039

T10 25 - 20 L51x51x4.8 2.655 1.277 81.5 224 278 271.77 6350.48 0.043

T11 20 - 14 L51x51x4.8 3.181 1.539 98.2 224 278 128.36 6350.48 0.020

T12 14 - 8 L51x51x4.8 3.754 1.826 116.5 224 278 101.35 6350.48 0.016


Section No.

Elevation

m

Size

L

m

Lu

m

Kl/r

Fa

MPa

A

mm2

Actual P kg

Allow. Pa kg

Ratio P Pa

T1 66 - 60 L51x51x4.8 0.600 0.524 33.4 224 278 14.90 6350.48 0.002

T2 60 - 56 L51x51x4.8 0.600 0.524 33.4 224 278 109.14 6350.48 0.017

T3 56 - 52 L51x51x4.8 0.600 0.524 33.4 224 278 191.46 6350.48 0.030

T4 52 - 50 2L51x51x6 0.600 0.524 33.9 224 728 4772.79 16639.77 0.287

T5 50 - 45 L51x51x4.8 1.940 1.838 117.3 224 278 3128.79 6350.48 0.493

T6 45 - 40 L51x51x4.8 1.940 1.864 118.9 224 278 142.56 6350.48 0.022


HIPOTESIS 2

Page 45 of 51



Date 11:06:48 01/22/11




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 40 - 35 L51x51x4.8 1.940 1.864 118.9 224 278 179.60 6350.48 0.028

T8 35 - 30 L51x51x4.8 1.940 1.864 118.9 224 278 145.01 6350.48 0.023

T9 30 - 25 2L51x51x6 1.940 1.864 120.5 224 728 1014.29 16639.77 0.061

T10 25 - 20 2L51x51x6 2.417 2.315 149.7 224 728 6791.37 16639.77 0.408

T11 20 - 14 2L64x64x5 2.894 2.792 141.3 224 735 6903.04 16791.77 0.411

T12 14 - 8 2L64x64x6 3.467 3.365 172.3 224 970 8189.93 22167.93 0.369

T13 8 - 5 L102x102x6.4 4.040 3.938 124.0 224 848 5469.01 19376.20 0.282

T14 5 - 0 L76x76x6.4 4.763 2.331 98.7 224 606 54.13 13848.04 0.004


Section No.

Elevation

m

Size

L

m

Lu

m

Kl/r

Fa

MPa

A

mm2

Actual P kg

Allow. Pa kg

Ratio P Pa

T9 30 - 25 L38x38x3.2 0.545 0.494 41.8 207 232 1066.16 4890.32 0.218

T10 25 - 20 L38x38x3.2 0.664 0.613 51.9 207 232 1175.83 4890.32 0.240

T11 20 - 14 L38x38x3.2 0.795 0.744 63.0 207 232 1293.46 4890.32 0.264

T12 14 - 8 L51x51x4.8 0.938 0.888 56.6 207 461 1373.43 9729.56 0.141

T13 8 - 5 L38x38x3.2 0.595 0.545 46.1 207 232 1368.86 4890.32 0.280

T14 5 - 0 L38x38x3.2 0.794 0.730 61.8 207 232 1379.34 4890.32 0.282


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 8 - 5 L44x44x3.2 1.191 1.140 82.2 207 272 1368.86 5740.80 0.238

T14 5 - 0 L51x51x3.2 1.588 1.524 95.8 207 312 1379.34 6591.29 0.209


HIPOTESIS 2

Page 46 of 51



Date 11:06:48 01/22/11





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 8 - 5 L51x51x3.2 1.786 1.735 109.1 207 312 1368.86 6591.29 0.208


Section No.

Elevation

m

Size

L

m

Lu

m

Kl/r

Fa

MPa

A

mm2

Actual P kg

Allow. Pa kg

Ratio P Pa

T9 30 - 25 L51x51x3.2 1.390 1.250 78.6 207 312 1360.21 6591.29 0.206

T10 25 - 20 L51x51x3.2 1.446 1.329 83.6 207 312 1280.12 6591.29 0.194

T11 20 - 14 L51x51x3.2 1.734 1.617 101.7 207 312 1410.30 6591.29 0.214

T12 14 - 8 L51x51x4.8 1.810 1.708 109.0 207 461 1324.40 9729.56 0.136

T13 8 - 5 L51x51x6.4 1.020 0.945 61.1 207 605 1172.86 12764.09 0.092

T14 5 - 0 L51x51x6.4 1.780 1.600 103.4 207 605 1546.71 12764.09 0.121


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 8 - 5 L51x51x4.8 1.487 1.428 91.1 207 461 854.86 9729.56 0.088

T14 5 - 0 L51x51x4.8 2.177 2.098 133.9 207 461 945.80 9729.56 0.097


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 8 - 5 L51x51x6.4 2.023 1.968 127.2 207 605 781.14 12764.09 0.061


HIPOTESIS 2

Page 47 of 51



Date 11:06:48 01/22/11





Section No.

Elevation

m

Size

L

m

Lu

m

Kl/r

Fa

MPa

A

mm2

Actual P kg

Allow. Pa kg

Ratio P Pa

T9 30 - 25 L44x44x3.2 0.770 0.770 55.6 207 272 31.58 5740.80 0.006

T10 25 - 20 L44x44x3.2 0.939 0.939 67.7 207 272 27.28 5740.80 0.005

T11 20 - 14 L51x51x3.2 1.124 1.124 70.7 207 312 16.82 6591.29 0.003

T12 14 - 8 L51x51x4.8 1.327 1.327 84.7 207 461 16.03 9729.56 0.002

T13 8 - 5 L51x51x4.8 0.842 0.842 53.7 207 461 71.68 9729.56 0.007

T14 5 - 0 L51x51x4.8 1.123 1.123 71.6 207 461 52.47 9729.56 0.005


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 8 - 5 L51x51x4.8 1.684 1.684 107.5 207 461 33.09 9729.56 0.003

T14 5 - 0 L51x51x4.8 2.245 2.245 143.3 207 461 20.18 9729.56 0.002


Section No.

Elevation

m

Size

L

m

Lu

m

Kl/r

Fa

MPa

A

mm2

Actual P kg

Allow. Pa kg

Ratio P Pa

T4 52 - 50 L64x64x4.8 0.849 0.773 39.1 207 582 104.74 12274.21 0.009

T5 50 - 45 L64x64x6.4 2.744 2.642 135.2 207 768 187.01 16193.25 0.012

T9 30 - 25 L51x51x4.8 2.744 2.667 170.2 207 461 146.94 9729.56 0.015

T10 25 - 20 L51x51x4.8 3.418 3.317 211.6 207 461 132.43 9729.56 0.014

T11 20 - 14 L51x51x4.8 4.093 3.991 254.7 207 461 105.64 9729.56 0.011*

T12 14 - 8 L51x51x4.8 4.903 4.801 306.4 207 461 156.29 9729.56 0.016

T13 8 - 5 L51x51x4.8 5.713 5.612 358.1 207 461 147.13 9729.56 0.015


HIPOTESIS 2

Page 48 of 51



Date 11:06:48 01/22/11




* DL controls


No. Elevation

m Component

Type Size Critical

Element P kg

SF*Pallow kg

% Capacity

Pass Fail


15.9 (b) Pass

Top Girt L51x51x4.8 5 14.90 8465.18 0.2 0.2 (b)

Pass

T2 60 - 56 Leg 2L76x76x6.4 59 -20718.34 43828.75 47.3 Pass Diagonal L51x51x4.8 68 2361.48 8465.18 27.9

30.6 (b) Pass

Top Girt L51x51x4.8 62 109.14 8465.18 1.3 1.4 (b)

Pass

T3 56 - 52 Leg 2L76x76x6.4 99 -39182.32 43828.75 89.4 Pass Diagonal L51x51x4.8 112 3068.05 8465.18 36.2

40.5 (b) Pass

Top Girt L51x51x4.8 101 191.46 8465.18 2.3 2.5 (b)

Pass

T4 52 - 50 Leg 2L102x102x6.4 139 -28965.06 47701.34 60.7 Pass Diagonal L76x76x6.4 161 -10143.92 15524.89 65.3

96.7 (b) Pass

Horizontal L51x51x4.8 155 -1123.08 4739.44 23.7 31.6 (b)

Pass

Top Girt 2L51x51x6 143 4772.79 22180.81 21.5 31.7 (b)

Pass



3.6 (b) Pass

Top Girt L51x51x4.8 175 -2981.78 4693.53 63.5 Pass Inner Bracing L64x64x6.4 171 -63.25 2394.96 2.6 Pass

T6 45 - 40 Leg 3L76x76x6.4 229 -38749.73 47952.69 80.8 Pass Diagonal L64x64x4.8 237 -3220.58 5570.74 57.8 Pass Horizontal L51x51x4.8 235 -197.03 4563.51 4.3

5.3 (b) Pass

Top Girt L51x51x4.8 233 -185.64 4563.51 4.1 Pass T7 40 - 35 Leg 4L76x76x6 277 -54472.38 90265.92 60.3 Pass


16.8 (b) Pass

Top Girt L51x51x4.8 281 -255.45 4563.51 5.6 Pass T8 35 - 30 Leg 4L76x76x6 323 68961.03 83712.24 82.4 Pass


31.5 (b) Pass

Top Girt L51x51x4.8 329 -273.60 4564.49 6.0 Pass T9 30 - 25 Leg L102x7.9+L102x12.7 373 -70996.75 89004.64 79.8

91.1 (b) Pass


11.5 (b) Pass

Top Girt 2L51x51x6 377 -1035.33 20115.73 5.1 6.6 (b)

Pass


L38x38x3.2 393 -1066.16 4722.10 22.6 Pass


L51x51x3.2 429 -1360.21 2853.30 47.7 Pass


HIPOTESIS 2

Page 49 of 51



Date 11:06:48 01/22/11




Section No.

Elevation m

Component Type


P kg

SF*Pallow kg

% Capacity

Pass Fail


L44x44x3.2 445 -61.82 4369.97 1.4 Pass

Inner Bracing L51x51x4.8 375 -142.22 908.75 15.6 Pass T10 25 - 20 Leg L102x7.9+L102x12.7 448 -78300.04 89004.64 88.0 Pass


10.9 (b) Pass

Top Girt 2L51x51x6 452 -6242.84 14724.35 42.4 43.6 (b)

Pass


L38x38x3.2 473 -1175.83 4066.11 28.9 Pass


L51x51x3.2 504 -1280.12 2523.79 50.7 Pass


L44x44x3.2 520 -50.86 3345.93 1.5 Pass

Inner Bracing L51x51x4.8 451 -132.43 587.81 22.5 Pass T11 20 - 14 Leg L102x9.5+L127x12.7 523 -86132.68 91382.69 94.3 Pass

Diagonal 2L51x51x5 547 -7979.96 10548.17 75.7 Pass Horizontal L51x51x4.8 531 -300.79 2728.23 11.0 Pass Top Girt 2L64x64x5 527 -6289.24 14535.76 43.3

44.3 (b) Pass


L38x38x3.2 548 -1293.46 3248.75 39.8 Pass


L51x51x3.2 579 -1410.30 1704.59 82.7 Pass


L51x51x3.2 595 -37.69 3498.97 1.1 Pass



Bracing L51x51x4.8 653 -1373.43 7443.77 18.5 Pass


L51x51x4.8 654 -1324.40 2215.09 59.8 Pass


L51x51x4.8 670 -43.53 3671.38 1.2 Pass


82.4 (b) Pass

Diagonal 2L64x64x5 738 10541.90 22383.43 47.1 73.5 (b)

Pass

Top Girt L102x102x6.4 677 -4856.98 11384.02 42.7 70.2 (b)

Pass


L38x38x3.2 705 -1368.86 4452.67 30.7 Pass


L44x44x3.2 706 -1368.86 2274.69 60.2 Pass


L51x51x3.2 718 -1368.86 1480.83 92.4 Pass


L51x51x6.4 707 -1172.86 8961.53 13.1 Pass


L51x51x4.8 709 -854.86 3168.78 27.0 Pass


L51x51x6.4 710 -781.14 2156.52 36.2 Pass


L51x51x4.8 747 -94.41 7856.49 1.2 Pass


L51x51x4.8 729 -55.76 2280.04 2.4 Pass


HIPOTESIS 2

Page 50 of 51



Date 11:06:48 01/22/11




Section No.

Elevation m

Component Type


P kg

SF*Pallow kg

% Capacity

Pass Fail

Inner Bracing L51x51x4.8 675 -103.03 205.31 50.2 Pass T14 5 - 0 Leg L102x12.7+L152x12.7 756 -91303.18 122675.16 74.4

83.5 (b) Pass

Diagonal L102x102x6.4 785 -11170.94 16983.28 65.8 66.4 (b)

Pass

Top Girt L76x76x6.4 681 -258.88 13071.69 2.0 3.3 (b)

Pass


L38x38x3.2 774 -1379.34 3340.93 41.3 Pass


L51x51x3.2 775 -1379.34 1919.55 71.9 Pass


L51x51x6.4 783 -1546.71 3264.40 47.4 Pass


L51x51x4.8 777 -945.80 1468.44 64.4 Pass


L51x51x4.8 804 -69.11 5130.08 1.3 Pass


L51x51x4.8 791 -45.73 1282.52 3.6 Pass

Summary Leg (T11) 94.3 Pass Diagonal

(T4) 96.7 Pass

Horizontal (T4)

31.6 Pass

Top Girt (T13)

70.2 Pass


41.3 Pass


71.9 Pass


92.4 Pass


82.7 Pass


64.4 Pass


36.2 Pass


(T10)

1.5 Pass


(T14)

3.6 Pass

Inner Bracing (T12)

55.7 Pass

Bolt Checks 96.7 Pass


HIPOTESIS 2

Page 51 of 51



Date 11:06:48 01/22/11




Section No.

Elevation m

Component Type


P kg

SF*Pallow kg

% Capacity

Pass Fail

RATING = 96.7 Pass Program Version 5.3.1.0 - 1/16/2009 File:C:/Proyectos 2010/Instatel Evaluaciones Estructural/05 Calatrava TCSV 60 m/Risa Tower Hipotesis 2/TCSV 66 M Calatrava Hipotesis 2.eri

CIMENTACION

ESTACION: CALATRAVA

HIPOTESIS 2

TORRE CUADRADA DE 60 +6 M SECCION VARIABLE

Enero 22 de 2011

Foundation Tower HIPOTESIS 2

CLIENTE: RTVC - TELEFONICA TELECOM E.B. CALATRAVAESTRUCTURA: Fecha: Enero 22 de 2011


ITEM SIMBOLO UNIDAD APOYO 1 APOYO 2 APOYO 3 APOYO 4 RESULTANTE

A B C D CIMENTAC.

ACCIONES EN APOYOS (CARGAS DE TRABAJO)

Accion Vert. Z Fz kg 62155 94889 62510 -48391 171163

Accion Hor. X Fx kg 11034 -12901 -11130 -11130 -24127

Accion Hor. Y Fy kg 5857 12924 -10884 10716 18613

ACCIONES EN APOYOS (CARGAS DE DISEÑO)

Accion Vert. Z Fuz kg 87017 132844,6 87514 -64360,03 243015,57

Accion Hor. X Fux kg 15447,6 -18061,4 -15582 -14802,9 -32998,7

Accion Hor. Y Fuy kg 8199,8 18093,6 -15237,6 14252,28 25308,08

COORDENADAS DE APOYOS

Coordenada X X m -2,985 -2,985 2,985 2,985

Coordenada Y Y m -2,985 2,985 2,985 -2,985

Coordenada Z Z m 0,000 0,000 0,000 0,000

ACCIONES TOTALES EN APOYOS (CARGAS DE TRABAJO)

Accion Total Vert. Z Fz kg 171163

Accion Total Hor. X Fx kg -24127

Accion Total Hor. Y Fy kg 18613



COORDENADAS DE C.G. DE ACCIONES TOTALES EN APOYOS (CARGAS DE TRABAJO)




ACCIONES TOTALES EN APOYOS (CARGAS DE DISEÑO)

Accion Total Vert. Z Fz kg 243015,57

Accion Total Hor. X Fx kg -32998,7

Accion Total Hor. Y Fy kg 25308,08










COORDENADAS DE C.G. DE ACCIONES TOTALES EN APOYOS (CARGAS DE DISEÑO)




CARACTERISTICAS DE LOS MATERIALES

Capac. portante suelo So kg/cm2 3,25

Esf. admisible suelo Sa kg/cm2 4,32

Peso unitario suelo Gs kg/m3 1600

Angulo cono β º 24

K pasivo Kp 2,37

K activo Ka 0,35

K efectivo Ke 2,02

Peso unitario concreto Gc kg/m3 2400

Resist. compr. Concreto f'c kg/cm2 210

Esf. fluencia acero fy kg/cm2 4200GEOMETRIA DE LA CIMENTACION

Lado de Placa A m2 7,20

Area de la placa Ab m2 51,84

Espesor de la placa s m 0,40

Mod. secc. placa Y Zy (min) m3 62,208

Mod. secc. placa X Zx (min) m3 62,208

Dist. X (borde al C.G.) cx (min) m 3,600

Dist. Y(borde al C.G.) cy (min) m 3,600

Lado del pedestal B m 0,27

Alt. enterr. pedestal H2 m 2,80

Alt. superf. Pedestal H3 m 0,20






Alt. total pedestal Hp m 3,00

Alt. total cimiento H1 m 3,40

Recubr. Concreto d' m 0,075Alt. efect. placa concret. d m 0,325VOLUMENES Y PESOS CIMIENTO

Volumen placa cimiento Vz m3 20,736

Volumen pedestales Vp m3 3,50

Volumen de concreto Vc m3 24,24

Peso concreto cimiento Wc kg 58164

Volumen suelo superp. Vs m3 144,54

Peso suelo superp. Ws kg 231263,424ESFUERZOS ACTUANTES SOBRE EL TERRENO (CARGAS DE TRABAJO)

Carga compr. en base Pb kg 460591

Alt. acc. pas. suelo X hx m 2,80

Accion pasiva suelo X Rpx kg 10268,26

Alt. acc. pas. suelo Y hx m 2,80

Accion pasiva suelo Y Rpy kg 10268,26

Momento Y en base Mby kg-m 655513

Momento X en base Mbx kg-m 151943

Esf. parciales en suelo Sp kg/m2 8885

" Sx kg/m2 10537

" Sy kg/m2 2443

" Ss kg/m2 4461

Esfuerzos sobre suelo S1 kg/m2 17404

" S2 kg/m2 12519

" S3 kg/m2 -366" S4 kg/m2 -8556

Verificacion capacidad portante del suelo OK

VERIFICACION AL VOLCAMIENTO

Momento volcamiento Y Mvy kg-m 655513






Momento volcamiento X Mvx kg-m 151943

Momento volcam. Total Mvt kg-m 672892

Dist. Borde volc. Total ct m 5,09

Momento restaurador Mr kg-m 2344946

F.S. al volcamiento F.S.v 2,32

Verificacion al volcamiento OKREFUERZO PLACA

Ref. Infer. (malla) Varilla # 4 4

Ref. Super. (malla) Varilla # 4 4REFUERZO PEDESTAL

Ref. Long 24 # 7

Flejes Varilla #4 c/ 15 cm

ρo de las tablas 0,0050ρmin 0,01ρot mayor (ρo, ρmin) 0,0100As1 m² 72,90

CALCULO DEL PEDESTALAs cm² 72,90

Varilla No. 8Area varilla Av cm2 5,07Número de varillas n As/Av 16# varilla A # W

2 2 0,253 0,71 3 0,5594 1,27 4 0,9945 1,98 5 1,5526 2,85 6 2,2357 3,87 7 3,068 5,07 8 3,973

RESUMEN DE CIMENTACIONCap. portante suel σ Kg/cm2 3,25Lado zapata L m 7,20

ESTUDIO DE SUELOS POR: CONCRESUELOS INGENIERIA






Lado pedestal B m 0,54Espesor zapata s m 0,40Profundidad zapat H m 3,20Alt. ped. sobre sue H3 m 0,20

# # Var.en octavos 8a m 3,20b m 0,46

Long. 1 m 4,11 a w Kg Peso Unit.Var. 3,973

Ref.Vert. n Cant.Var/Pede 16Cant.Varillas 64

Pedestales 4 peso/pedest 261,39Peso 1 Kg 1045,57

# # Estr.en octavos 3c 0,41 c m 0,39

0,10 d m 0,100,61 Long. 2 m 1,76

0,559 w Kg Peso Unit.Var. 0,5596 138 n Cant.Var/Pedes 23

552 Cant.Varillas 9246,90 Pedestales 4 peso/pedest 22,60187,61 Peso 2 Kg 90,41

# # Var.en octavos 4e m 7,10f m 0,15

Ref. Infer. Long. 3 m 7,40malla cuadrada w Kg Peso Unit.Var. 0,994


# # Var.en octavos 4g m 7,10h m 0,15


malla cuadrada n Cant.Varillas 110Peso 4 Kg 808,68

Gancho

RESUMEN DE REFUERZOS CIMENTACION TORRE

d

c

c

ef

gh

b






Excavación Ve m³ 199,07 Relleno Vr m³ 177,51 Concreto Vc m³ 24,24 Acero Refuerzo Peso Total Kg 2940,94

Concreto limpieza m³ 5,18

PERNOS DE ANCLAJE

L= 7,20 ms= 0,40 mB= 0,54 mH= 3,20 m

H H2 B Hp H1 H1= 3,4 mH2= 2,80 mH3= 0,20 mHp= 3,00 m

s

Solado 0,1

L

DIMENSIONES DE LA ZAPATA

H3






L

A= 51,84 m2

b Pter 0,22

FLEXION W= 1,08 t/m

L= 5,97 m

d Mu= 617,18 t-cm

b= 40 cm

d= 50 cm

K= 0,00617

ro= 0,00330

As= 6,60 cm²

colocar 3# 6

CORTANTE

V= 3,231 t

vu= 2,585 kg/cm²

Ø vc= 6,350 kg/cm²

No requiere Refuerzo a cortante

colocar E Ø 3/8" cada 15 cm

CALCULO DE VIGA DE AMARRE






# # Estr.en octavos 3b m 0,30c m 0,40d m 0,10

Long. 5 m 1,60w Kg Peso Unit.Var. 0,559n Cant.Var/Viga 38

Cant.Varillas 152Vigas 4 peso/Viga 33,94

Peso 5 Kg 135,78# # Var.en octavos 6e m 5,70f m 0,15

Ref. Infer. Long. 6 m 6,00w Kg Peso Unit.Var. 2,235n Cant.Varillas 12

Peso 6 Kg 160,92# # Var.en octavos 6g m 5,70h m 0,15



Concreto Viga 4,34Acero de Refuerzo 457,62

Excavación Ve m³ 199,07 Relleno Vr m³ 173,17 Concreto Vc m³ 28,58 Acero Refuerzo Peso Total Kg 3398,56Concreto limpieza m³ 5,18

RESUMEN DE REFUERZOS VIGA DE AMARRE

CANTIDADES TOTALES

d

b

c

ef

gh