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ESTACION : LA POPA

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

PBX: (571) 547 0790 Bogotá - Colombia

EVALUACIÓN ESTRUCTURAL

ESTACIÓN LA POPA

TORRE CUADRADA DE SECCIÓN VARIABLE

ALTURA 60m

DISEÑO: ING. JAIME GUTIERREZ C.

MATRICULA No 25202-45957 CND

Enero 7 de 2011



ESPECIFICACION GENERAL INTRODUCCIÓN En el éste documento se describe la memoria de la evaluación estructural de la torre auto soportada cuadrada de sección variable con una altura de 50 m mas 4 patas variables la cual la más alta es de 10 m para conformar una torre de 60 m, ubicada en la estación LA POPA - RTVC, en Cartagena - Bolivar. Para el análisis se utilizó velocidad de viento de diseño de 120 Km/h. y velocidad de servicio de 60 Km/h En una primera parte se incluye la descripción de la estructura estudiada, luego los criterios básicos para el análisis y el diseño, evaluación de cargas, y por último el listado de datos de entrada y de salida del programa RISA Tower. La evaluación estructural fue realiza de acuerdo con los datos de campo levantados en la estación base LA POPA, cualquier cambio de cargas a la estructura, genera un estudio diferente. La torre en estudio tiene instaladas antenas para la transmisión de señal de televisión. DESCRIPCIÓN DE LA ESTRUCTURA EXISTENTE LA TORRE SE ENCUENTRA A UN NIVEL DE ACCESO A LA TORRE FICTICIO DE +0.00 METROS Y TIENE UNA PLATAFORMA DE ENTRADA, Y COMO EL TERRENO ES PENDIENTE A PARTIR DE ESTE NIVEL ARRANCA LAS PATAS DE LA TORRE CON ALTURAS DIFERENTE. LA TORRE SE CONFORMA DE 50 M MAS SUS PATAS DE ALTURAS VARIABLES Y TIENE UNA MAXIMA DE 10 M Y DE ESTA FORMA SU ALTURA MAXIMA ES DE 60 M. EL ANALISIS ESTRUCTURAL SE REALIZARA CON LA TORRE DE 50 M MAS SU PATA MAS ALTA QUE ES DE 10 M, POR LO TANTO SU CALCULO SE REALIZA PARA UNA TORRE DE 60 METROS QUE ES LA SE CONFORMA MAS CRITICA EN SU ENTORNO. CUMPLIENDO CON ESTE PANORAMA MAS CRITICO ESTA CUMPLE CON LAS DEMAS PATAS DE ALTURAS MENORES La torre actual está conformada por una estructura tronco piramidal de base cuadrada y sección variable. En su base se encuentra conformada con cuatro patas de alturas variables que son, pata A de 3.00 m, pata B de 6.90 m, pata C de 10.00 m y pata D de 5.80 m. A la altura que nivela en la parte superior de cada una de las patas de la torre, se encuentra una plataforma de acceso a la misma y de este nivel arranca una torre de 50 m, con una sección en la base de 7.00 m entre ejes y va reduciendo su sección con una pendiente constante hasta la altura de 8.00 m con una sección de



3.45 m, y a partir de esta altura continua una sección recta con una altura de 7.50 m, donde la sección transversal es de 3.45 m entre ejes, a partir de la cual comienza una transición tronco piramidal de 2.00 m hasta la altura de 39 m donde la sección transversal es de 2.14 m, A partir de esta altura, la torre continúa con sección constante de 5.00 m hasta la altura de 44 m, a partir de la cual comienza una transición tronco piramidal de 2.00 m hasta la altura de 46 m, donde la sección transversal es de 1.33 m. A partir de esta altura, la sección de la torre es constante de 1.33 m hasta la parte superior a la altura de 60 m. La torre cuenta con la siguiente plataforma de descanso Nivel +10.00 m Nivel + 20.40 m Nivel + 26.40 m Nivel + 35.00 m Nivel + 43.00 m Para el mantenimiento, la estructura cuenta con una escalera de acceso con línea de vida. Tiene una escalera Guía Onda con una ocupación alrededor de 75%

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

PANEL 0.48mX0.98m Entre + 60.00m y 61.00m

CARA B 1 ANTENA BANDA UHF DIGITAL TIPO PANEL 0.48mX0.98m Entre + 60.00m y

61.00m

CARA C 1 ANTENA BANDA UHF DIGITAL TIPO PANEL 0.48mX0.98m Entre + 60.00m y

61.00m

CARA D 1 ANTENA BANDA UHF DIGITAL TIPO PANEL 0.48mX0.98m Entre + 60.00m y

61.00m

CARA A 1 ANTENA PANEL BANDA III 4 DIPOLOS 1.30Mx2.80m Entre + 55.80m y

58.00m CARA B 1 ANTENA PANEL BANDA III 4 1.30Mx2.80m Entre + 55.80m y



UBICACIÓN CANT. TIPO DE ANTENA DIMENSIONES NIVEL DIPOLOS 58.00m

CARA D 1 ANTENA PANEL BANDA III 4 DIPOLOS 1.30Mx2.80m Entre + 55.80m y

58.00m

CARA A 1 ANTENA HARRIS DELTAWIND 3.00m X 3.10 m Entre + 47.00 m y 50.00 m

CARA B 1 ANTENA HARRIS DELTAWIND 3.00m X 3.10 m Entre + 47.00 m y 50.00 m

CARA C 1 ANTENA HARRIS DELTAWIND 3.00m X 3.10 m Entre + 47.00 m y 50.00 m

CARA D 1 ANTENA HARRIS DELTAWIND 3.00m X 3.10 m Entre + 47.00 m y 50.00 m

CARA A 1 ANTENA PANEL FM - KATHREIN 1.80m X 1.90 M Entre + 39.00 m y 43.00 m

CARA B 1 ANTENA PANEL FM - KATHREIN 1.80m X 1.90 M Entre + 39.00 m y 43.00 m

CARA C 1 ANTENA PANEL FM - KATHREIN 1.80m X 1.90 M Entre + 39.00 m y 43.00 m

CARA D 1 ANTENA PANEL FM - KATHREIN 1.80m X 1.90 M Entre + 39.00 m y 43.00 m

CARA C 1 ANTENA PARABOLICA MW Diámetro de 2.40 m Nivel +28.00 m

CARA D 1 ANTENA PARABOLICA MW Diámetro de 2.40 m Nivel +24.00 m


HIPOTESIS 2 (CARGAS ADICIONALES FUTURAS) En esta hipótesis se analizara la torre considerando todas las antenas y equipos existentes e instalados en ella, se debe montar una sección nueva de torre en la punta de la torre de 6 metros, con el fin de montar 10 antenas con una distribución (2-4.2-2) (2 cara A, 4 cara B, 2 Cara C y 2 Cara D) banda UHF digital. (futuro) Con los requerimientos anteriores se realizara los cálculos de la torre el cual quedan sus cargas de la siguiente manera.

HIPOTESIS 2 UBICACIÓN CANT. TIPO DE ANTENA DIMENSIONES NIVEL CARA A 1 ANTENA BANDA UHF DIGITAL TIPO


CARA B 1 ANTENA BANDA UHF DIGITAL TIPO PANEL 0.48mX0.98m Entre + 60.00m y

61.00m

CARA C 1 ANTENA BANDA UHF DIGITAL TIPO PANEL 0.48mX0.98m Entre + 60.00m y

61.00m



UBICACIÓN CANT. TIPO DE ANTENA DIMENSIONES NIVEL CARA D 1 ANTENA BANDA UHF DIGITAL TIPO


CARA A 1 ANTENA PANEL BANDA III 4 DIPOLOS 1.30Mx2.80m Entre + 55.80m y

58.00m

CARA B 1 ANTENA PANEL BANDA III 4 DIPOLOS 1.30Mx2.80m Entre + 55.80m y

58.00m

CARA D 1 ANTENA PANEL BANDA III 4 DIPOLOS 1.30Mx2.80m Entre + 55.80m y

58.00m

CARA A 1 ANTENA HARRIS DELTAWIND 3.00m X 3.10 m Entre + 47.00 m y 50.00 m

CARA B 1 ANTENA HARRIS DELTAWIND 3.00m X 3.10 m Entre + 47.00 m y 50.00 m

CARA C 1 ANTENA HARRIS DELTAWIND 3.00m X 3.10 m Entre + 47.00 m y 50.00 m

CARA D 1 ANTENA HARRIS DELTAWIND 3.00m X 3.10 m Entre + 47.00 m y 50.00 m

CARA A 1 ANTENA PANEL FM - KATHREIN 1.80m X 1.90 M Entre + 39.00 m y 43.00 m

CARA B 1 ANTENA PANEL FM - KATHREIN 1.80m X 1.90 M Entre + 39.00 m y 43.00 m

CARA C 1 ANTENA PANEL FM - KATHREIN 1.80m X 1.90 M Entre + 39.00 m y 43.00 m

CARA D 1 ANTENA PANEL FM - KATHREIN 1.80m X 1.90 M Entre + 39.00 m y 43.00 m


CARA D 1 ANTENA PARABOLICA MW Diámetro de 2.40 m Nivel +24.00 m


CARGAS FUTURAS

CARA A 2 RYMSA UHF/AT 15-250 TIPO PANEL 0.48mX0.98m Entre + 64.00m y 66.00m

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

CARA C 2 RYMSA UHF/AT 15-250 TIPO PANEL 0.48mX0.98m Entre + 64.00 m y 66.00m

CARA D 2 RYMSA UHF/AT 15-250 TIPO PANEL 0.48mX0.98m Entre + 64.00 m y 66.00m



ESPECIFICACIONES TECNICAS MATERIALES Para la evaluación de la torre se tuvieron en cuenta los siguientes materiales: Perfiles Acero ASTM A-36 A-572 GR50 Platinas Acero ASTM A-36 A-572 GR50 Tornillos ASTM A 394 T-0 NORMAS AISC 2010 ASCE, report 52 EIA/TIA Standard, EIA/TIA-222-F (1996) ANSI/ASCE 10-90 (1991) ACI 318 – 08 NSR-98 (1998) CARGAS SOBRE LA TORRE CARGAS DE VIENTO Las cargas de viento sobre la estructura fueron evaluadas y aplicadas como fuerzas horizontales concentradas en los nudos superiores e inferiores de cada una de las secciones en que se halla dividida la estructura, las cuales fueron determinadas por el diseñador. El cálculo de las cargas de viento lo realiza el software Risa Tower siguiendo la metodología establecida por la Norma TIA/EIA-222-F (Structural Standard for Steel Antenna Towwers and Antenna Supporting Structures1), para lo cual, el diseñador alimenta el programa con los datos de velocidad de viento de diseño, velocidad de viento de operación, tipo de estructura, categoría de la topografía y categoría de exposición. CARGAS DE VIENTO SOBRE ANTENAS Para el cálculo de las cargas de viento sobre antenas y accesorios, es necesario alimentar el programa con la información del tipo y dimensiones de la antena o accesorio y la altura a la que van a estar ubicados para que éste realice los cálculos y aplique las cargas de acuerdo al procedimiento de la norma2. Para el caso de estudio, se utilizó una velocidad de viento de de diseño de 120km/h y una velocidad de operación de 60 km/h. Los coeficientes de forma varían con el ángulo de incidencia del viento sobre la antena y se evalúan con base en los valores máximos indicados en los manuales Parabolic Antennas Andrew y Allen

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



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, más el peso aportado por las antenas, las plataformas de trabajo, las plataformas de descanso y los accesorios que sean



instalados en la torre. Otra carga vertical que se tiene en cuenta es la carga viva, correspondiente a 3 operarios que estén trabajando simultáneamente en la estructura, con un peso por operario de 100 kg, que incluye herramienta y elementos de protección. ANALISIS ESTRUCTURAL El análisis y evaluación de la estructura se hará para las condiciones actuales de servicio y para las condiciones finales o proyectadas; para este último caso, se plantean análisis y calculo con modificaciones en la estructura en caso b de ser necesario. El análisis hiperestático de la estructura se realizará por medio del software especializado para el diseño de torres de telecomunicaciones RISA Tower, que realiza de manera no lineal el análisis de primer orden y segundo orden para tener en cuenta los efectos geométricos ocasionados por los desplazamientos de la estructura. El software utiliza para sus cálculos el método de los elementos 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 LA POPA ESTADO ACTUALClient: RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

INSTATEL COLOMBIA Carrera 124 No 17 - 98

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

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

Code: TIA/EIA-222-F Date: 01/08/11 Scale: NTS Path:

C:\Documents and Settings\THOSHIBA\Escritorio\Proyectos 2010\Instatel Evaluaciones Estructural\07 La Popa TCSV 60 m\Risa Tower TCSV 60m ACTUAL\TCSV 60 M LA POPA Actual.eri

Dwg No. E-1

60.0 m

54.4 m

50.2 m

46.0 m

44.0 m

39.0 m

37.0 m

33.5 m

29.5 m

23.5 m

17.5 m

10.0 m

0.0 m

REACTIONS - 120 kph WINDTORQUE 614 kg-m

13983 kgSHEAR

379054 kg-mMOMENT

17322 kgAXIAL

SHEAR: 7458 kgUPLIFT: -26081 kgDOWN: 34693 kg

MAX. CORNER REACTIONS AT BASE:

T1T2

T3T4

T5T6

T7T8

T9T1

0T1

1T1

2

L64x

64x6

AL1

02x1

02x6

L102

x102

x82L

102x

102x

9.5

A57

2-50

L51x

51x4

.8B

L64x

64x4

.8L7

6x76

x6.4

L102

x102

x6.4

L76x

76x6

.4A

572-

50L5

1x51

x4.8

CL1

02x1

02x6

.4N

.A.

L64x

64x4

.8N

.A.

L76x

76x6

.4L1

02x1

02x6

.4N

.A.

L51x

51x4

.8C

L51x

51x4

.8L7

6x76

x6.4

N.A

.N

.A.

L38x

38x3

.2L6

4x64

x4.8

N.A

.L3

8x38

x3.2

L51x

51x3

.2L6

4x64

x4.8

N.A

.L4

4x44

x3.2

L51x

51x4

.8L6

4x64

x4.8

N.A

.L5

1x51

x3.2

N.A

.L5

1x51

x6.4

L51x

51x4

.8N

.A.

476.

136

4.0

376.

436

5.2

667.

851

3.3

885.

389

7.6

1904

.819

14.4

3550

.241

79.0

1.33

2.14

3.45

4.54

235.

6346

710

@ 1

.42

@ 1

4 @

1.2

52

@ 1

2 @

1.7

52

@ 2

4 @

31

@ 7

.51

@ 1

0

Sec

tion

Leg

s L

eg G

rade

Dia

gona

ls D

iago

nal G

rade

Top

Girt

s H

oriz

onta

ls R

ed. H

oriz

onta

ls R

ed. D

iago

nals

Red

. Hip

s I

nner

Bra

cing

Fac

e W

idth

(m)

8.82

05 #

Pan

els

@ (m

) W

eigh

t (kg

)16

094.

2

ANTENA PANEL UHF 0.48x0.983 60ANTENA PANEL UHF 0.48x0.983 60ANTENA PANEL UHF 0.48x0.983 60ANTENA PANEL UHF 0.48x0.983 60ANTENA VHF BAND III 4 DIPO AT13-240

58 - 55.2ANTENA VHF BAND III 4 DIPO AT13-240


58 - 55.2ANTENA HARRIS DELTAWIND 50 - 47ANTENA HARRIS DELTAWIND 50 - 47ANTENA HARRIS DELTAWIND 50 - 47ANTENA HARRIS DELTAWIND 50 - 47ANTENA PANEL FM KATHREIN 43 - 41.3ANTENA PANEL FM KATHREIN 43 - 41.3ANTENA PANEL FM KATHREIN 43 - 41.3ANTENA PANEL FM KATHREIN 43 - 41.3ANTENA PANEL FM KATHREIN 40.7 - 39ANTENA PANEL FM KATHREIN 40.7 - 398 FT DISH 288 FT DISH 24Andrew 2' w/Radome 20.5DESIGNED APPURTENANCE LOADINGTYPE TYPEELEVATION ELEVATION

ANTENA PANEL UHF 0.48x0.983 60ANTENA PANEL UHF 0.48x0.983 60ANTENA PANEL UHF 0.48x0.983 60ANTENA PANEL UHF 0.48x0.983 60ANTENA VHF BAND III 4 DIPO AT13-240

58 - 55.2

ANTENA VHF BAND III 4 DIPO AT13-240

58 - 55.2


58 - 55.2

ANTENA HARRIS DELTAWIND 50 - 47ANTENA HARRIS DELTAWIND 50 - 47

ANTENA HARRIS DELTAWIND 50 - 47ANTENA HARRIS DELTAWIND 50 - 47ANTENA PANEL FM KATHREIN 43 - 41.3ANTENA PANEL FM KATHREIN 43 - 41.3ANTENA PANEL FM KATHREIN 43 - 41.3ANTENA PANEL FM KATHREIN 43 - 41.3ANTENA PANEL FM KATHREIN 40.7 - 39ANTENA PANEL FM KATHREIN 40.7 - 398 FT DISH 288 FT DISH 24Andrew 2' w/Radome 20.5

SYMBOL LISTMARK MARKSIZE SIZE

A L76x76x6B L76x76x6.4

C L51x51x6.4

MATERIAL STRENGTHGRADE GRADEFy FyFu Fu

A572-50 345 MPa 448 MPa

TOWER DESIGN NOTES1. Tower designed for a 120 kph basic wind in accordance with the TIA/EIA-222-F Standard.2. Deflections are based upon a 60 kph wind.3. Weld together tower sections have flange connections.4. Connections use galvanized A394 bolts, nuts and locking devices. Installation per

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

A153 Standards.6. Welds are fabricated with AWS E60XX/E70XX electrodes.7. All welded joints and connection flanges cerfitied for integrity an quality per AWS D1:18. RF antennas feeders shall be 1-5/8" and installed 48 feeders per side9. MW dishes feeders shall be 1/2" and installed 8 feeders per side10. TOWER RATING: 99.4%

RESULTADOS HIPOTESIS 1

ESTADO ACTUAL

ESTACION : LA POPA

Enero 7 de 2011



CONCLUSIONES Y RESULTADOS

ESTADO DE LA ESTRUCTURA

PINTURA

La pintura de estructura de la torre desde el nivel +0.00 al nivel +26.40 se encuentra en buen estado, a partir del nivel + 26.40 al nivel 60.00 m la pintura presenta en un 60% niveles de oxidación.

Esta oxidación hay que retirar y verificar que los elementos limpiados no tengan corrosión y hayan atacado el material por eliminar la protección de galvanizado.

Después de la verificación todos los elementos que tengan corrosión se deben reemplazar por el mismo tipo de elemento con la protección de su galvanizado en caliente.

ES IMPORTANTE Y URGENTE REALIZAR ESTE MANTENIMIENTO Y VERIFICACION DE CORROSION DE LOS ELEMENTOS YA QUE UN ELEMENTO CORROIDO ES UN PELIGRO YA QUE NO ESTA TRABAJANDO A SU CAPACIDAD ANALIZADA SINO A UN 50% O MENOS

TORQUEO

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



TORNILLERIA

Se encuentra dentro de los elementos completa

En la parte superior de la torre desde el nivel +44 al nivel + 60 m hay un porcentaje de 20% de tronillos que se encuentran con oxidación, se debe realizar la limpieza y verificación de corrosión del mismo.

EN CASO DE ENCONTRAR TORNILLOS CON CORROSION ESTOS SE DEBEN CAMBIAR INMEDIATAMENTE.

ESTE MANTENIMIENTO ES URGENTE DE REALIZAR

ESCALERA DE ACCESO

Se encuentra escalera de acceso con Línea de Vida.

LA ESCALERA DE ACCESO SE ENCUENTRA LA VARILLA EN LA GRAN PARTE DE LA TORRE CON CORROSION Y EL RESTANTE CON OXIDACION.

ES URGENTE EL REEMPLAZO DE LA ESCALERA DE ACCESO, YA QUE ESTO REPRESENTA UN PELIGRO PARA EL PERSONAL DE MANTENIMIENTO.

PLATAFORMAS DE DESCANSO

Las plataformas de descanso instaladas se encuentran con los problemas de oxidación de los elementos se deben realizar la limpieza y mantenimiento según lo so citado para la pintura de la estructura

LUCES DE OBSTRUCCION

Las Luces de obstrucción y balizaje se encuentran bien y funcionando.

ESTADO ACTUAL DE LA TORRE

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

Para la velocidad de viento solicitada que es a 120 kph la estructura está cumpliendo con los parámetros solicitados. NO ES NECESARIO REFORZAR

Si esta torre se le adiciona alguna carga se debe realizar un nuevo análisis estructural ya que se encuentran unos montantes trabajando al 99.4%



DEFLEXION DE LA TORRE

Luego de análisis de la torre en el estado actual y teniendo en cuenta la velocidad de viento de operación de 60 kph La estructura está trabajando perfectamente dentro de los parámetros de desplazamiento.

OK CUMPLE BIEN

CIMENTACION

La cimentación según los cálculos realizados, están cumpliendo con los requerimientos, cualquier carga adicional que se le imponga a la torre se debe realizar un nuevo análisis para verificar su estado ya que se puede exceder.

No necesita Reforzamiento

Se anexa la memoria y su plano de ubicacion

ANEXO SE PRESENTA:

ISOMETRICO TORRE

SILUETA ESTADO ACTUAL

DEFORMADA ESTADO ACTUAL

CALCULO DE PLACA BASE Y PERNOS ANCLAJE

CALCULO ESTRUCTURAL ESTADO ACTUAL

CALCULO DE LA CIMENATCION

PLANO DE UBICACION



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


C:\Documents and Settings\THOSHIBA\Escritorio\Proyectos 2010\Instatel Evaluaciones Estructural\07 La Popa TCSV 60 m\Risa Tower TCSV 60m ACTUAL\TCSV 60 M LA POPA Actual.eri

Dwg No. E-5

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

0

0

50

50

100

100

Deflection (mm)60.000

54.400

50.200

46.000

44.000

39.000

37.000

33.500

29.500

23.500

17.500

10.000

0.000

Elev

atio

n (m

)

0

0

0.05

0.05

0.1

0.1

0.15

0.15

Tilt (deg)

0

0

0.05

0.05

0.1

0.1

Twist (deg)60.000

54.400

50.200

46.000

44.000

39.000

37.000

33.500

29.500

23.500

17.500

10.000

0.000

Project: TORRE CUADRADA AUTOSOPORTADA DE 60 MJob: ESTUDIO ESTRUCTURAL - ESTACION LA POPA ESTADO ACTUALClient: RTVC - RADIO TELEVISION NACIONAL DE COLOMBIALC:7 Dead+Wind 45 deg - ServiceMax. Disp.50.61 mm @ 60.000 mScaling 40

Calculo: Ing. Jaime Gutierrez C:Fecha: Enero 7 de 2011 ESTACION: LA POPA

ESTADO ACTUALESTRUCTURA: TORRE CUADRADA 60 m SECCION VARIABLE

CARGAS ACTUANTESTension Maxima T (ton) 34,693Comprexion Maxima C (ton) -26,081Fuerza Longitudinal en X Hx (ton) -4,091 -5,291Fuerza Transversal en Y Hy (ton) 4,075 5,291

CALCULO DE PLACA - BASE

PLACA BASE B C t Dp m No pernos

cm. cm. cm cm cm. Bp Cp un45 45 3,8 6,0 16,0 60 60 4,0

C

P

Dimension pedestal (cm)

B m n

t

p

D Dp

Area Placa Colocada Ac 2.025 cm2

Acero A-36 Fy= 2.530 Kg /cm² Concreto. f'c= 210 Kg / cm²Distancia n 11,0 cmArea Requerida placa base Ar 266 cm2

Apoyo contacto pedestal Fp 98,000 Kg / cm²Presion de Apoyo pp 12,880 kg / cm²

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

Espesor Placa Base C t 1,69 cm

Esfuerzo de Flexion por Arranque Fb¨

Distancia al perno Dp 6 cmFuerza en el Perno Pt 8 67 TonFuerza en el Perno Pt 8,67 TonMomento de Flexion Mf 52,0 Ton - cm

Espesor de la Placa Base Arr t 2,81 cm

Espesor Minimo Placa Base t 2,81 cm

Lado de la placa Base B 450 mmEspesor de la Placa Base t 38 mm OK CUMPLE

Calculo: Ing. Jaime Gutierrez C:Fecha: Enero 7 de 2011

ESTACION: LA POPAS C O O

ESTADO ACTUALESTRUCTURA:

DISEÑO DE PERNOS DE ANCLAJE

TORRE CUADRADA 60 m SECCION VARIABLE

Diametro de los Pernos dp 1,00 plgdp 2,54 cm

Material de los PernosCantidad de Pernos 4 unArea Total de Pernos Atp 20,27 cm²

SAE 1020 CALIBRADO

Factor de Rosca 0,85Numero de Hilos por Pulgada hp 8Area Efectiva de Pernos Ap 15,63 cm²

Cargas de TrabajoFuerza de Arranque T 34,69 tonFuerza de Cortante Vux -4,09 tonFuerza de Cortante Vuy 5,29 tonFuerza de Cortante Vu 6,69 ton

Esfuerzo de Fluencia Fy 4,20 ton/cm²Resistencia a la Tension Ft 3,36 ton/cm²Resistencia al Corte Fv 2,24 ton/cm²Area Efectiva de cada Perno Ae 3,91 cm²,Area Total por Perno Ap 5,07 cm²Area Requerida por Arranque At 6,6 cm²Area Requerida Arranque Diseño Atm 9,9 cm²Numero de Pernos Minimo Np 3 un

Pernos a Colocar 4 unDiametro del Perno 25 mmDiametro del Perno 25 mm

Area Neta de Pernos Anp 15,63 cm²

AREA DE PERNOS > AREA REQUERIDA OK CUMPLE

RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL - ESTACION LA POPA

ESTADO ACTUAL

Page 1 of 45

Carrera 124 No 17 - 98

Project TORRE CUADRADA AUTOSOPORTADA DE 60 M

Date 06:35:38 01/08/11


Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

Designed by Ing Jaime Gutierrez C.

Tower Input Data The main tower is a 4x free standing tower with an overall height of 60.000 m above the ground line. The base of the tower is set at an elevation of 0.000 m above the ground line. The face width of the tower is 1.330 m at the top and 8.820 m at the base. This tower is designed using the TIA/EIA-222-F standard. The following design criteria apply:

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

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

Options

Consider Moments - Legs Distribute Leg Loads As Uniform Treat Feedline Bundles As Cylinder Consider Moments - Horizontals Assume Legs Pinned Use ASCE 10 X-Brace Ly Rules Consider Moments - Diagonals √ Assume Rigid Index Plate √ Calculate Redundant Bracing Forces Use Moment Magnification √ Use Clear Spans For Wind Area Ignore Redundant Members in FEA √ Use Code Stress Ratios √ Use Clear Spans For KL/r √ SR Leg Bolts Resist Compression √ Use Code Safety Factors - Guys √ Retension Guys To Initial Tension √ All Leg Panels Have Same Allowable Escalate Ice Bypass Mast Stability Checks Offset Girt At Foundation Always Use Max Kz √ Use Azimuth Dish Coefficients √ Consider Feedline Torque Use Special Wind Profile √ Project Wind Area of Appurt. √ Include Angle Block Shear Check √ Include Bolts In Member Capacity √ Autocalc Torque Arm Areas Poles √ Leg Bolts Are At Top Of Section SR Members Have Cut Ends Include Shear-Torsion Interaction √ Secondary Horizontal Braces Leg Sort Capacity Reports By Component Always Use Sub-Critical Flow Use Diamond Inner Bracing (4 Sided) √ Triangulate Diamond Inner Bracing Use Top Mounted Sockets Add IBC .6D+W Combination


ESTADO ACTUAL

Page 2 of 45



Date 06:35:38 01/08/11




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 Geometry

Tower Section

Tower Elevation

m

Assembly Database

Description Section Width

m

Number of

Sections

Section Length

m

T1 60.000-54.400 1.330 1 5.600 T2 54.400-50.200 1.330 1 4.200 T3 50.200-46.000 1.330 1 4.200 T4 46.000-44.000 1.330 1 2.000 T5 44.000-39.000 2.140 1 5.000 T6 39.000-37.000 2.140 1 2.000 T7 37.000-33.500 3.450 1 3.500 T8 33.500-29.500 3.450 1 4.000 T9 29.500-23.500 3.450 1 6.000

T10 23.500-17.500 4.542 1 6.000 T11 17.500-10.000 5.635 1 7.500 T12 10.000-0.000 7.000 1 10.000

Tower Section Geometry (cont’d)

Tower Section

Tower Elevation

m

Diagonal Spacing

m

Bracing Type

Has K Brace

End Panels

Has Horizontals

Top Girt Offset

mm

Bottom Girt Offset

mm

T1 60.000-54.400 1.400 X Brace No Yes 0 0 T2 54.400-50.200 1.400 X Brace No Yes 0 0 T3 50.200-46.000 1.400 X Brace No Yes 0 0 T4 46.000-44.000 1.000 Double K No Yes 0 0 T5 44.000-39.000 1.250 Double K No Yes 0 0 T6 39.000-37.000 1.000 Double K No Yes 0 0 T7 37.000-33.500 1.750 Double K1 No Yes 0 0


ESTADO ACTUAL

Page 3 of 45



Date 06:35:38 01/08/11




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

T8 33.500-29.500 2.000 Double K1 No Yes 0 0 T9 29.500-23.500 3.000 Double K1 No Yes 0 0

T10 23.500-17.500 3.000 Double K1 No Yes 0 0 T11 17.500-10.000 7.500 K4 Up No Yes 0 0 T12 10.000-0.000 10.000 K4 Down No Yes 0 0


Tower Elevation

m

Leg Type

Leg Size

Leg Grade

Diagonal Type

Diagonal Size

Diagonal Grade

T1 60.000-54.400 Equal Angle L64x64x6 A572-50 (345 MPa)

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















T9 29.500-23.500 Equal Angle 2L102x102x9.5 A572-50 (345 MPa)


T10 23.500-17.500

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


T11 17.500-10.000






Tower Elevation

m

Top Girt Type

Top Girt Size

Top Girt Grade

Bottom Girt Type

Bottom Girt Size

Bottom Girt Grade

T1 60.000-54.400 Single Angle L51x51x4.8 A572-50 (345 MPa)

Single Angle A570-50 (345 MPa)


Solid Round A570-50 (345 MPa)







T6 39.000-37.000 Single Angle L51x51x6.4 A572-50 Solid Round A572-50


ESTADO ACTUAL

Page 4 of 45



Date 06:35:38 01/08/11




Tower Elevation

m

Top Girt Type

Top Girt Size

Top Girt Grade

Bottom Girt Type

Bottom Girt Size

Bottom Girt Grade

(345 MPa) (345 MPa) T7 37.000-33.500 Single Angle L102x102x6.4 A572-50

(345 MPa) Solid Round A572-50

(345 MPa) T9 29.500-23.500 Single Angle L64x64x4.8 A572-50


(345 MPa) T11

17.500-10.000 Single Angle L76x76x6.4 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

T4 46.000-44.000 None Flat Bar A36 (248 MPa)












T10 23.500-17.500

None Flat Bar A36 (248 MPa)


T11 17.500-10.000






Tower Elevation

m

Secondary Horizontal Type

Secondary Horizontal Size

Secondary Horizontal

Grade

Inner Bracing Type

Inner Bracing Size

Inner Bracing Grade

T3 50.200-46.000 Single Angle A572-50 (345 MPa)








T10 23.500-17.500




ESTADO ACTUAL

Page 5 of 45



Date 06:35:38 01/08/11




Tower Elevation

m




Grade

Inner Bracing Type

Inner Bracing Size

Inner Bracing Grade

T11 17.500-10.000






Tower Elevation

m

Redundant Bracing Grade

Redundant Type

Redundant Size

K Factor

T7 37.000-33.500

A572-50 (345 MPa)

Horizontal (1) Diagonal (1)

Single Angle Single Angle

L38x38x3.2 L38x38x3.2

1 1

T8 33.500-29.500

A572-50 (345 MPa)


Hip (1)

Single Angle Single Angle Single Angle

L38x38x3.2 L51x51x3.2 L44x44x3.2

1 1 1

T9 29.500-23.500

A572-50 (345 MPa)


Hip (1)


L38x38x3.2 L51x51x3.2 L44x44x3.2

1 1 1

T10 23.500-17.500

A572-50 (345 MPa)


Hip (1)


L38x38x3.2 L51x51x3.2 L44x44x3.2

1 1 1

T11 17.500-10.000

A572-50 (345 MPa)

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

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

Hip Diagonal

Single Angle

Single Angle

Single Angle

L64x64x4.8 L64x64x4.8 L64x64x4.8 L64x64x4.8 L64x64x4.8 L64x64x4.8 L64x64x4.8 L64x64x4.8 L51x51x4.8 L51x51x4.8 L51x51x4.8 L51x51x4.8 L64x64x4.8

1 1 1 1

T12 10.000-0.000

A572-50 (345 MPa)


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

Hip Diagonal

Single Angle

Single Angle

Single Angle


1 1 1 1



ESTADO ACTUAL

Page 6 of 45



Date 06:35:38 01/08/11




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 60.000-54.400

0.018 6 A36 (248 MPa)

1 1 1.25 0 0

T2 54.400-50.200

0.018 6 A36 (248 MPa)

1 1 1.25 0 0

T3 50.200-46.000

0.018 8 A36 (248 MPa)

1 1 1.25 0 0

T4 46.000-44.000

0.018 10 A36 (248 MPa)

1 1 1.25 0 0

T5 44.000-39.000

0.018 10 A36 (248 MPa)

1 1 1.25 0 0

T6 39.000-37.000

0.018 10 A36 (248 MPa)

1 1 1.25 0 0

T7 37.000-33.500

0.021 10 A36 (248 MPa)

1 1 1.25 0 0

T8 33.500-29.500

0.021 10 A36 (248 MPa)

1 1 1.25 0 0

T9 29.500-23.500

0.024 10 A36 (248 MPa)

1 1 1.25 0 0

T10 23.500-17.500

0.024 10 A36 (248 MPa)

1 1 1.25 0 0

T11 17.500-10.000

0.024 10 A36 (248 MPa)

1 1 1.25 0 0

T12 10.000-0.000

0.024 10 A36 (248 MPa)

1 1 1.25 0 0


K Factors1

Tower Elevation

m

Calc K

Single Angles

Calc K

Solid Rounds

Legs X Brace Diags

X Y

K Brace Diags

X Y

Single Diags

X Y

Girts

X Y

Horiz.

X Y

Sec. Horiz.

X Y

Inner Brace

X Y

T1 60.000-54.400

No No 1 1 1

1 1

1 1

1 1

1 1

1 1

1 1

T2 54.400-50.200

No No 1 1 1

1 1

1 1

1 1

1 1

1 1

1 1

T3 50.200-46.000

No No 1 1 1

1 1

1 1

1 1

1 1

1 1

1 1

T4 46.000-44.000

No No 1 1 1

1 1

1 1

0.5 1

1 1

1 1

1 1

T5 44.000-39.000

No No 1 1 1

1 1

1 1

0.5 1

1 1

1 1

1 1

T6 39.000-37.000

No No 1 1 1

1 1

1 1

0.5 1

1 1

1 1

1 1

T7 37.000-33.500

No No 1 1 1

1 1

1 1

0.5 1

1 1

1 1

1 1

T8 33.500-29.500

No No 1 1 1

1 1

1 1

0.5 1

1 1

1 1

1 1

T9 29.500-23.500

No No 1 1 1

1 1

1 1

0.5 1

1 1

1 1

1 1

T10 23.500-17.500

No No 1 1 1

1 1

1 1

0.5 1

1 1

1 1

1 1

T11 17.500-10.000

No No 0.75 1 1

1 1

1 1

0.5 1

1 1

1 1

1 1


ESTADO ACTUAL

Page 7 of 45



Date 06:35:38 01/08/11




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

T12 10.000-0.000

No No 0.75 1 1

1 1

1 1

0.5 1

1 1

1 1

1 1

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


Tower Elevation

m

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

Net Width Deduct

mm

U

Net Width Deduct

mm

U

Net WidthDeduct

mm

U

Net Width

Deduct mm

U

Net Width

Deduct mm

U

Net Width

Deduct mm

U

Net Width

Deduct mm

U

T1 60.000-54.400

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

T2 54.400-50.200

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

T3 50.200-46.000

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

T4 46.000-44.000

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

T5 44.000-39.000

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

T6 39.000-37.000

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

T7 37.000-33.500

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

T8 33.500-29.500

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

T9 29.500-23.500

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

T10 23.500-17.500

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

T11 17.500-10.000

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

T12 10.000-0.000

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


Tower 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 60.000-54.400

Sleeve DS 16 A325N

8 16 A325N

2 16 A325N

2 16 A307

0 16 A325N

0 13 A307

1 16 A307

1

T2 54.400-50.200

Sleeve DS 16 A325N

8 16 A325N

2 16 A325N

2 16 A307

0 16 A325N

0 13 A307

1 16 A307

1


ESTADO ACTUAL

Page 8 of 45



Date 06:35:38 01/08/11




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.

T3 50.200-46.000

Sleeve DS 16 A325N

8 16 A325N

2 16 A325N

2 16 A307

0 16 A325N

0 16 A307

2 16 A307

1

T4 46.000-44.000

Sleeve DS 19 A325N

12 16 A325N

2 16 A325N

2 16 A307

0 16 A325N

0 16 A307

2 16 A307

2

T5 44.000-39.000

Sleeve DS 19 A325N

12 16 A325N

2 16 A325N

2 16 A307

0 16 A325N

0 16 A307

2 16 A307

2

T6 39.000-37.000

Sleeve DS 19 A325N

12 16 A325N

2 16 A325N

2 16 A307

0 16 A325N

0 16 A307

2 16 A307

2

T7 37.000-33.500

Sleeve DS 19 A325N

12 16 A325N

2 16 A325N

2 16 A307

0 16 A325N

0 16 A307

2 16 A307

2

T8 33.500-29.500

Sleeve DS 19 A325N

12 16 A325N

3 16 A325N

2 16 A307

0 16 A325N

0 16 A307

2 16 A307

2

T9 29.500-23.500

Sleeve DS 19 A325N

16 16 A325N

2 16 A325N

2 16 A307

0 16 A325N

0 16 A307

2 16 A307

2

T10 23.500-17.500

Sleeve DS 19 A325N

16 16 A325N

2 16 A325N

2 16 A307

0 16 A325N

0 16 A307

2 16 A307

2

T11 17.500-10.000

Sleeve DS 19 A325N

12 16 A325N

2 16 A325N

2 16 A307

0 16 A325N

0 16 A307

2 16 A307

2

T12 10.000-0.000

Sleeve DS 19 A325N

12 16 A325N

2 16 A325N

2 16 A307

0 16 A325N

0 16 A307

2 16 A307

2

Discrete Tower Loads

Description Face or

Leg

Offset Type

Offsets: Horz

Lateral Vert

m m m

Azimuth Adjustment

°

Placement

m

CAAA Front

m2

CAAA Side

m2

Weight

kg

ANTENA PANEL UHF 0.48x0.983

A From Face 0.000 0.000 0.000

0.0000 60.000 No Ice 0.665 0.363 10.00


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 58.000 - 55.200 No Ice 0.546 0.267 64.95


B From Face 0.000 0.000 0.000

0.0000 58.000 - 55.200 No Ice 0.546 0.267 64.95


C From Face 0.000 0.000 0.000

0.0000 58.000 - 55.200 No Ice 0.546 0.267 64.95

ANTENA HARRIS DELTAWIND

A From Face 0.000 0.000 0.000

0.0000 50.000 - 47.000 No Ice 0.524 0.323 56.97


ESTADO ACTUAL

Page 9 of 45



Date 06:35:38 01/08/11




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


B From Face 0.000 0.000 0.000

0.0000 50.000 - 47.000 No Ice 0.524 0.323 56.97


C From Face 0.000 0.000 0.000

0.0000 50.000 - 47.000 No Ice 0.524 0.323 56.97


D From Face 0.000 0.000 0.000

0.0000 50.000 - 47.000 No Ice 0.524 0.323 56.97

ANTENA PANEL FM KATHREIN

A From Face 0.000 0.000 0.000

0.0000 43.000 - 41.300 No Ice 0.378 0.205 84.19


B From Face 0.000 0.000 0.000

0.0000 43.000 - 41.300 No Ice 0.378 0.205 84.19


C From Face 0.000 0.000 0.000

0.0000 43.000 - 41.300 No Ice 0.378 0.205 84.19


D From Face 0.000 0.000 0.000

0.0000 43.000 - 41.300 No Ice 0.378 0.205 84.19


B From Face 0.000 0.000 0.000

0.0000 40.700 - 39.000 No Ice 0.378 0.205 84.19


C From Face 0.000 0.000 0.000

0.0000 40.700 - 39.000 No Ice 0.378 0.205 84.19

Dishes

Description Face or

Leg

Dish Type

Offset Type

Offsets: Horz

LateralVert

m

Azimuth Adjustment

°

3 dB Beam Width

°

Elevation

m

Outside Diameter

m

Aperture Area

m2

Weight

kg 8 FT DISH C Paraboloid w/o

Radome From Leg

0.000 0.000 0.000

0.0000 28.000 2.438 No Ice 4.673 113.85

8 FT DISH D Paraboloid w/o Radome

From Leg

0.000 0.000 0.000

0.0000 24.000 2.438 No Ice 4.673 113.85

Andrew 2' w/Radome C Paraboloid w/Radome

From Face

0.000 0.000 0.000

0.0000 20.500 0.610 No Ice 0.292 31.75

Tower Pressures - No Ice

GH = 1.115


ESTADO ACTUAL

Page 10 of 45



Date 06:35:38 01/08/11




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 60.000-54.400

57.200 1.643 0.00 7.652 A B C D

1.5411.5411.5411.541

0.0000.0000.0000.000

0.711 46.1646.1646.1646.16

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T2 54.400-50.200

52.300 1.602 0.00 5.739 A B C D

1.1761.1761.1761.176

0.0000.0000.0000.000

0.533 45.3545.3545.3545.35

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T3 50.200-46.000

48.100 1.564 0.00 5.739 A B C D

1.1761.1761.1761.176

0.0000.0000.0000.000

0.533 45.3545.3545.3545.35

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T4 46.000-44.000

45.000 1.534 0.00 3.558 A B C D

0.8780.8780.8780.878

0.0000.0000.0000.000

0.317 36.1036.1036.1036.10

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T5 44.000-39.000

41.500 1.499 0.00 10.981 A B C D

2.1452.1452.1452.145

0.0000.0000.0000.000

1.016 47.3747.3747.3747.37

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T6 39.000-37.000

38.000 1.462 0.00 5.710 A B C D

1.2241.2241.2241.224

0.0000.0000.0000.000

0.448 36.6036.6036.6036.60

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T7 37.000-33.500

35.250 1.431 0.00 12.275 A B C D

2.2692.2692.2692.269

0.0000.0000.0000.000

0.711 31.3431.3431.3431.34

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T8 33.500-29.500

31.500 1.386 0.00 14.028 A B C D

2.2702.2702.2702.270

0.0000.0000.0000.000

0.813 35.8135.8135.8135.81

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T9 29.500-23.500

26.500 1.319 0.00 24.326 A B C D

3.4583.4583.4583.458

0.0000.0000.0000.000

1.229 35.5535.5535.5535.55

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T10 23.500-17.500

20.500 1.226 0.00 30.880 A B C D

3.5443.5443.5443.544

0.0000.0000.0000.000

1.229 34.6934.6934.6934.69

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T11 17.500-10.000

13.750 1.093 0.00 47.816 A B C D

7.3297.0307.0306.731

0.0000.0000.0000.000

1.537 20.9721.8621.8622.83

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T12 10.000-0.000

5.000 1 0.00 79.685 A B C D

8.7088.3318.3317.955

0.0000.0000.0000.000

2.049 23.5324.5924.5925.75

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

Tower Pressure - Service

GH = 1.115


ESTADO ACTUAL

Page 11 of 45



Date 06:35:38 01/08/11




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 60.000-54.400

57.200 1.643 0.00 7.652 A B C D

1.5411.5411.5411.541

0.0000.0000.0000.000

0.711 46.1646.1646.1646.16

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T2 54.400-50.200

52.300 1.602 0.00 5.739 A B C D

1.1761.1761.1761.176

0.0000.0000.0000.000

0.533 45.3545.3545.3545.35

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T3 50.200-46.000

48.100 1.564 0.00 5.739 A B C D

1.1761.1761.1761.176

0.0000.0000.0000.000

0.533 45.3545.3545.3545.35

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T4 46.000-44.000

45.000 1.534 0.00 3.558 A B C D

0.8780.8780.8780.878

0.0000.0000.0000.000

0.317 36.1036.1036.1036.10

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T5 44.000-39.000

41.500 1.499 0.00 10.981 A B C D

2.1452.1452.1452.145

0.0000.0000.0000.000

1.016 47.3747.3747.3747.37

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T6 39.000-37.000

38.000 1.462 0.00 5.710 A B C D

1.2241.2241.2241.224

0.0000.0000.0000.000

0.448 36.6036.6036.6036.60

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T7 37.000-33.500

35.250 1.431 0.00 12.275 A B C D

2.2692.2692.2692.269

0.0000.0000.0000.000

0.711 31.3431.3431.3431.34

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T8 33.500-29.500

31.500 1.386 0.00 14.028 A B C D

2.2702.2702.2702.270

0.0000.0000.0000.000

0.813 35.8135.8135.8135.81

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T9 29.500-23.500

26.500 1.319 0.00 24.326 A B C D

3.4583.4583.4583.458

0.0000.0000.0000.000

1.229 35.5535.5535.5535.55

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T10 23.500-17.500

20.500 1.226 0.00 30.880 A B C D

3.5443.5443.5443.544

0.0000.0000.0000.000

1.229 34.6934.6934.6934.69

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T11 17.500-10.000

13.750 1.093 0.00 47.816 A B C D

7.3297.0307.0306.731

0.0000.0000.0000.000

1.537 20.9721.8621.8622.83

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T12 10.000-0.000

5.000 1 0.00 79.685 A B C D

8.7088.3318.3317.955

0.0000.0000.0000.000

2.049 23.5324.5924.5925.75

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

Tower Forces - No Ice - Wind Normal To Face

Section Elevation

m

Add Weight

kg

Self Weight

kg

F a c e

e CF

RR DF

DR

AE

m2

F

kg

w

kglm

Ctrl. Face

T1 60.000-54.400

3.62 472.48 A B

0.201 0.201

2.9742.974

0.5910.591

11

11

1.5411.541

583.39 104.18 D


ESTADO ACTUAL

Page 12 of 45



Date 06:35:38 01/08/11




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

0.201 0.201

2.9742.974

0.5910.591

11

11

1.5411.541

T2 54.400-50.200

3.62 360.38 A B C D

0.205 0.205 0.205 0.205

2.9592.9592.9592.959

0.5910.5910.5910.591

1111

1111

1.1761.1761.1761.176

431.85 102.82 D

T3 50.200-46.000

4.46 371.91 A B C D

0.205 0.205 0.205 0.205

2.9592.9592.9592.959

0.5910.5910.5910.591

1111

1111

1.1761.1761.1761.176

421.64 100.39 D

T4 46.000-44.000

5.37 359.86 A B C D

0.247 0.247 0.247 0.247

2.7872.7872.7872.787

0.6010.6010.6010.601

1111

1111

0.8780.8780.8780.878

291.00 145.50 D

T5 44.000-39.000

5.37 662.45 A B C D

0.195 0.195 0.195 0.195

3333

0.5890.5890.5890.589

1111

1111

2.1452.1452.1452.145

747.38 149.48 D

T6 39.000-37.000

5.37 507.92 A B C D

0.214 0.214 0.214 0.214

2.9192.9192.9192.919

0.5930.5930.5930.593

1111

1111

1.2241.2241.2241.224

404.61 202.30 D

T7 37.000-33.500

6.26 879.08 A B C D

0.185 0.185 0.185 0.185

3.0463.0463.0463.046

0.5870.5870.5870.587

1111

1111

2.2692.2692.2692.269

766.30 218.94 D

T8 33.500-29.500

6.26 891.37 A B C D

0.162 0.162 0.162 0.162

3.153.153.153.15

0.5830.5830.5830.583

1111

1111

2.2702.2702.2702.270

767.62 191.91 D

T9 29.500-23.500

7.16 1897.65 A B C D

0.142 0.142 0.142 0.142

3.2423.2423.2423.242

0.580.580.580.58

1111

1111

3.4583.4583.4583.458

1145.55 190.92 D

T10 23.500-17.500

7.16 1907.28 A B C D

0.115 0.115 0.115 0.115

3.3763.3763.3763.376

0.5770.5770.5770.577

1111

1111

3.5443.5443.5443.544

1135.94 189.32 D

T11 17.500-10.000

7.16 3543.01 A B C D

0.153 0.147 0.147 0.141

3.193.2193.2193.249

0.5820.5810.581

0.58

1111

1111

7.3297.0307.0306.731

1980.38 264.05 A

T12 10.000-0.000

7.16 4171.84 A B C D

0.109 0.105 0.105

0.1

3.4033.4273.4273.451

0.5760.5760.5760.575

1111

1111

8.7088.3318.3317.955

2295.88 229.59 A

Sum Weight: 68.96 16094.19 OTM 279269 kg-m

10971.56

Tower Forces - No Ice - Wind 45 To Face

Section Elevation

m

Add Weight

kg

Self Weight

kg

F a c e

e CF

RR DF

DR

AE

m2

F

kg

w

kglm

Ctrl. Face

T1 3.62 472.48 A 0.201 2.974 0.591 1.151 1.151 1.774 671.50 119.91 D


ESTADO ACTUAL

Page 13 of 45



Date 06:35:38 01/08/11




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

60.000-54.400 B C D

0.201 0.201 0.201

2.9742.9742.974

0.5910.5910.591

1.1511.1511.151

1.1511.1511.151

1.7741.7741.774

T2 54.400-50.200

3.62 360.38 A B C D

0.205 0.205 0.205 0.205

2.9592.9592.9592.959

0.5910.5910.5910.591

1.1541.1541.1541.154

1.1541.1541.1541.154

1.3571.3571.3571.357

498.23 118.63 D

T3 50.200-46.000

4.46 371.91 A B C D

0.205 0.205 0.205 0.205

2.9592.9592.9592.959

0.5910.5910.5910.591

1.1541.1541.1541.154

1.1541.1541.1541.154

1.3571.3571.3571.357

486.46 115.82 D

T4 46.000-44.000

5.37 359.86 A B C D

0.247 0.247 0.247 0.247

2.7872.7872.7872.787

0.6010.6010.6010.601

1.1851.1851.1851.185

1.1851.1851.1851.185

1.0411.0411.0411.041

344.87 172.43 D

T5 44.000-39.000

5.37 662.45 A B C D

0.195 0.195 0.195 0.195

3333

0.5890.5890.5890.589

1.1461.1461.1461.146

1.1461.1461.1461.146

2.4592.4592.4592.459

856.86 171.37 D

T6 39.000-37.000

5.37 507.92 A B C D

0.214 0.214 0.214 0.214

2.9192.9192.9192.919

0.5930.5930.5930.593

1.1611.1611.1611.161

1.1611.1611.1611.161

1.4201.4201.4201.420

469.64 234.82 D

T7 37.000-33.500

6.26 879.08 A B C D

0.185 0.185 0.185 0.185

3.0463.0463.0463.046

0.5870.5870.5870.587

1.1391.1391.1391.139

1.1391.1391.1391.139

2.5842.5842.5842.584

872.56 249.30 D

T8 33.500-29.500

6.26 891.37 A B C D

0.162 0.162 0.162 0.162

3.153.153.153.15

0.5830.5830.5830.583

1.1211.1211.1211.121

1.1211.1211.1211.121

2.5452.5452.5452.545

860.78 215.19 D

T9 29.500-23.500

7.16 1897.65 A B C D

0.142 0.142 0.142 0.142

3.2423.2423.2423.242

0.580.580.580.58

1.1071.1071.1071.107

1.1071.1071.1071.107

3.8263.8263.8263.826

1267.67 211.28 D

T10 23.500-17.500

7.16 1907.28 A B C D

0.115 0.115 0.115 0.115

3.3763.3763.3763.376

0.5770.5770.5770.577

1.0861.0861.0861.086

1.0861.0861.0861.086

3.8493.8493.8493.849

1233.71 205.62 D

T11 17.500-10.000

7.16 3543.01 A B C D

0.153 0.147 0.147 0.141

3.193.2193.2193.249

0.5820.5810.581

0.58

1.1151.111.11

1.106

1.1151.111.11

1.106

8.1717.8057.8057.441

2208.04 294.40 A

T12 10.000-0.000

7.16 4171.84 A B C D

0.109 0.105 0.105

0.1

3.4033.4273.4273.451

0.5760.5760.5760.575

1.0821.0781.0781.075

1.0821.0781.0781.075

9.4228.9858.9858.551

2484.05 248.41 A


12254.37

Tower Forces - Service - Wind Normal To Face

Section Elevation

m

Add Weight

kg

Self Weight

kg

F a c e

e CF

RR DF

DR

AE

m2

F

kg

w

kglm

Ctrl. Face


ESTADO ACTUAL

Page 14 of 45



Date 06:35:38 01/08/11




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 60.000-54.400

3.62 472.48 A B C D

0.201 0.201 0.201 0.201

2.9742.9742.9742.974

0.5910.5910.5910.591

1111

1111

1.5411.5411.5411.541

145.85 26.04 D

T2 54.400-50.200

3.62 360.38 A B C D

0.205 0.205 0.205 0.205

2.9592.9592.9592.959

0.5910.5910.5910.591

1111

1111

1.1761.1761.1761.176

107.96 25.71 D

T3 50.200-46.000

4.46 371.91 A B C D

0.205 0.205 0.205 0.205

2.9592.9592.9592.959

0.5910.5910.5910.591

1111

1111

1.1761.1761.1761.176

105.41 25.10 D

T4 46.000-44.000

5.37 359.86 A B C D

0.247 0.247 0.247 0.247

2.7872.7872.7872.787

0.6010.6010.6010.601

1111

1111

0.8780.8780.8780.878

72.75 36.38 D

T5 44.000-39.000

5.37 662.45 A B C D

0.195 0.195 0.195 0.195

3333

0.5890.5890.5890.589

1111

1111

2.1452.1452.1452.145

186.85 37.37 D

T6 39.000-37.000

5.37 507.92 A B C D

0.214 0.214 0.214 0.214

2.9192.9192.9192.919

0.5930.5930.5930.593

1111

1111

1.2241.2241.2241.224

101.15 50.58 D

T7 37.000-33.500

6.26 879.08 A B C D

0.185 0.185 0.185 0.185

3.0463.0463.0463.046

0.5870.5870.5870.587

1111

1111

2.2692.2692.2692.269

191.58 54.74 D

T8 33.500-29.500

6.26 891.37 A B C D

0.162 0.162 0.162 0.162

3.153.153.153.15

0.5830.5830.5830.583

1111

1111

2.2702.2702.2702.270

191.91 47.98 D

T9 29.500-23.500

7.16 1897.65 A B C D

0.142 0.142 0.142 0.142

3.2423.2423.2423.242

0.580.580.580.58

1111

1111

3.4583.4583.4583.458

286.39 47.73 D

T10 23.500-17.500

7.16 1907.28 A B C D

0.115 0.115 0.115 0.115

3.3763.3763.3763.376

0.5770.5770.5770.577

1111

1111

3.5443.5443.5443.544

283.98 47.33 D

T11 17.500-10.000

7.16 3543.01 A B C D

0.153 0.147 0.147 0.141

3.193.2193.2193.249

0.5820.5810.581

0.58

1111

1111

7.3297.0307.0306.731

495.10 66.01 A

T12 10.000-0.000

7.16 4171.84 A B C D

0.109 0.105 0.105

0.1

3.4033.4273.4273.451

0.5760.5760.5760.575

1111

1111

8.7088.3318.3317.955

573.97 57.40 A


2742.89

Tower Forces - Service - Wind 45 To Face


ESTADO ACTUAL

Page 15 of 45



Date 06:35:38 01/08/11




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 60.000-54.400

3.62 472.48 A B C D

0.201 0.201 0.201 0.201

2.9742.9742.9742.974

0.5910.5910.5910.591

1.1511.1511.1511.151

1.1511.1511.1511.151

1.7741.7741.7741.774

167.88 29.98 D

T2 54.400-50.200

3.62 360.38 A B C D

0.205 0.205 0.205 0.205

2.9592.9592.9592.959

0.5910.5910.5910.591

1.1541.1541.1541.154

1.1541.1541.1541.154

1.3571.3571.3571.357

124.56 29.66 D

T3 50.200-46.000

4.46 371.91 A B C D

0.205 0.205 0.205 0.205

2.9592.9592.9592.959

0.5910.5910.5910.591

1.1541.1541.1541.154

1.1541.1541.1541.154

1.3571.3571.3571.357

121.61 28.96 D

T4 46.000-44.000

5.37 359.86 A B C D

0.247 0.247 0.247 0.247

2.7872.7872.7872.787

0.6010.6010.6010.601

1.1851.1851.1851.185

1.1851.1851.1851.185

1.0411.0411.0411.041

86.22 43.11 D

T5 44.000-39.000

5.37 662.45 A B C D

0.195 0.195 0.195 0.195

3333

0.5890.5890.5890.589

1.1461.1461.1461.146

1.1461.1461.1461.146

2.4592.4592.4592.459

214.21 42.84 D

T6 39.000-37.000

5.37 507.92 A B C D

0.214 0.214 0.214 0.214

2.9192.9192.9192.919

0.5930.5930.5930.593

1.1611.1611.1611.161

1.1611.1611.1611.161

1.4201.4201.4201.420

117.41 58.70 D

T7 37.000-33.500

6.26 879.08 A B C D

0.185 0.185 0.185 0.185

3.0463.0463.0463.046

0.5870.5870.5870.587

1.1391.1391.1391.139

1.1391.1391.1391.139

2.5842.5842.5842.584

218.14 62.33 D

T8 33.500-29.500

6.26 891.37 A B C D

0.162 0.162 0.162 0.162

3.153.153.153.15

0.5830.5830.5830.583

1.1211.1211.1211.121

1.1211.1211.1211.121

2.5452.5452.5452.545

215.19 53.80 D

T9 29.500-23.500

7.16 1897.65 A B C D

0.142 0.142 0.142 0.142

3.2423.2423.2423.242

0.580.580.580.58

1.1071.1071.1071.107

1.1071.1071.1071.107

3.8263.8263.8263.826

316.92 52.82 D

T10 23.500-17.500

7.16 1907.28 A B C D

0.115 0.115 0.115 0.115

3.3763.3763.3763.376

0.5770.5770.5770.577

1.0861.0861.0861.086

1.0861.0861.0861.086

3.8493.8493.8493.849

308.43 51.40 D

T11 17.500-10.000

7.16 3543.01 A B C D

0.153 0.147 0.147 0.141

3.193.2193.2193.249

0.5820.5810.581

0.58

1.1151.111.11

1.106

1.1151.111.11

1.106

8.1717.8057.8057.441

552.01 73.60 A

T12 10.000-0.000

7.16 4171.84 A B C D

0.109 0.105 0.105

0.1

3.4033.4273.4273.451

0.5760.5760.5760.575

1.0821.0781.0781.075

1.0821.0781.0781.075

9.4228.9858.9858.551

621.01 62.10 A


3063.59

Force Totals


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Date 06:35:38 01/08/11




Load Case

Vertical Forces

kg

Sum of Forces

X kg

Sum of Forces

Z kg

Sum of Overturning Moments, Mx

kg-m

Sum of Overturning Moments, Mz

kg-m

Sum of Torques

kg-m Leg Weight 5640.64 Bracing Weight 10384.58 Total Member Self-Weight 16025.22 332 -129 Gusset Weight 68.96 Total Weight 17321.51 332 -129 Wind 0 deg - No Ice -27.03 -12920.14 -350558 2674 45Wind 45 deg - No Ice 9904.48 -9870.30 -268670 -270798 458Wind 90 deg - No Ice 12723.66 -496.50 -11496 -346473 615Wind 180 deg - No Ice -2.73 12450.82 338999 -165 29Total Weight 17321.51 332 -129 Wind 0 deg - Service -6.76 -3230.04 -87391 572 11Wind 45 deg - Service 2476.12 -2467.57 -66919 -67796 115Wind 90 deg - Service 3180.92 -124.13 -2625 -86715 154Wind 180 deg - Service -0.68 3112.70 84999 -138 7

Load Combinations Comb.

No. Description

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

Maximum Member Forces Section

No. Elevation

m Component

Type Condition Gov.

Load Comb.

Force

kg

Major Axis Moment

kg-m

Minor Axis Moment

kg-m T1 60 - 54.4 Leg Max Tension 3 1421.86 3 3

Max. Compression 3 -1725.81 -2 -2 Max. Mx 4 504.08 5 -1 Max. My 4 -798.07 2 -5 Max. Vy 5 -72.69 0 0 Max. Vx 5 -72.69 0 0 Diagonal Max Tension 4 351.91 0 0 Max. Compression 4 -363.05 0 0 Max. Mx 3 234.46 1 0 Max. My 4 -263.76 0 0 Max. Vy 3 -2.97 1 0 Max. Vx 4 0.31 0 0 Top Girt Max Tension 4 14.56 0 0 Max. Compression 4 -23.97 0 0 Max. Mx 1 -4.45 -1 0 Max. My 3 -19.28 0 0 Max. Vy 1 3.01 0 0 Max. Vx 3 0.00 0 0

T2 54.4 - 50.2 Leg Max Tension 3 4018.91 1 1


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Date 06:35:38 01/08/11




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 -4470.25 -3 -3 Max. Mx 3 -224.82 5 -5 Max. My 3 -265.92 -5 5 Max. Vy 4 -9.13 4 -3 Max. Vx 4 -9.13 -3 4 Diagonal Max Tension 3 510.26 0 0 Max. Compression 3 -548.42 0 0 Max. Mx 3 234.10 3 0 Max. My 4 -508.77 -1 1 Max. Vy 3 -4.66 3 0 Max. Vx 4 -0.66 -1 1 Top Girt Max Tension 4 154.67 0 0 Max. Compression 4 -128.28 0 0 Max. Mx 1 12.00 -1 0 Max. My 3 -94.71 0 0 Max. Vy 1 3.01 0 0 Max. Vx 3 -0.00 0 0

T3 50.2 - 46 Leg Max Tension 3 7778.94 3 3 Max. Compression 3 -8473.59 -3 -3 Max. Mx 3 -344.14 11 -11 Max. My 3 -479.96 -11 11 Max. Vy 4 -22.36 7 -1 Max. Vx 4 -22.33 -1 7 Diagonal Max Tension 3 853.09 0 0 Max. Compression 3 -908.09 0 0 Max. Mx 3 234.48 6 1 Max. My 4 -753.24 -2 2 Max. Vy 3 -7.48 6 1 Max. Vx 4 -1.58 -2 2 Top Girt Max Tension 4 392.99 0 0 Max. Compression 4 -356.48 0 0 Max. Mx 1 16.74 -1 0 Max. My 4 19.71 0 0 Max. Vy 1 3.01 0 0 Max. Vx 4 -0.00 0 0 Inner Bracing Max Tension 3 15.36 0 0 Max. Compression 4 -7.56 0 0 Max. Mx 1 12.51 1 0 Max. My 4 12.45 0 0 Max. Vy 1 -2.88 0 0 Max. Vx 4 -0.00 0 0

T4 46 - 44 Leg Max Tension 3 6321.32 3 3 Max. Compression 3 -6902.38 8 8 Max. Mx 4 -4599.49 -9 1 Max. My 4 -4617.87 1 -9 Max. Vy 4 19.91 9 -1 Max. Vx 4 19.93 -1 9 Diagonal Max Tension 3 1768.03 0 0 Max. Compression 3 -2007.79 0 0 Max. Mx 4 -815.62 -2 0 Max. My 4 1628.91 0 0 Max. Vy 4 4.80 0 0 Max. Vx 4 -1.35 0 0 Horizontal Max Tension 4 28.66 0 0 Max. Compression 4 -37.09 0 0 Max. Mx 4 -3.96 1 0 Max. My 2 -3.83 1 0 Max. Vy 4 3.61 1 0 Max. Vx 2 0.77 1 0 Top Girt Max Tension 4 67.03 0 0 Max. Compression 4 -79.92 0 0


ESTADO ACTUAL

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Date 06:35:38 01/08/11




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 -5.33 -1 0 Max. My 1 -5.33 0 0 Max. Vy 1 -2.95 0 0 Max. Vx 1 0.60 0 0 Inner Bracing Max Tension 3 12.05 0 0 Max. Compression 3 -21.91 0 0 Max. Mx 1 0.11 1 0 Max. My 4 1.29 0 0 Max. Vy 1 -2.88 0 0 Max. Vx 4 0.01 0 0

T5 44 - 39 Leg Max Tension 3 9928.70 -14 -13 Max. Compression 3 -11342.20 -5 -5 Max. Mx 3 -630.83 49 -45 Max. My 3 -781.31 -45 49 Max. Vy 3 -68.64 49 -45 Max. Vx 3 -69.12 -45 49 Diagonal Max Tension 3 1348.32 0 0 Max. Compression 3 -1454.47 0 0 Max. Mx 4 1011.54 -1 0 Max. My 4 -368.30 0 0 Max. Vy 4 3.07 0 0 Max. Vx 4 -0.01 0 0 Horizontal Max Tension 3 79.06 0 0 Max. Compression 3 -86.15 1 0 Max. Mx 4 50.88 3 0 Max. My 4 -31.62 1 -1 Max. Vy 4 5.11 3 0 Max. Vx 4 0.56 1 -1 Top Girt Max Tension 4 1861.15 0 0 Max. Compression 4 -1572.18 0 0 Max. Mx 1 143.13 -3 0 Max. My 4 150.15 0 0 Max. Vy 1 4.84 0 0 Max. Vx 4 -0.00 0 0

T6 39 - 37 Leg Max Tension 3 9777.50 5 5 Max. Compression 3 -11396.60 30 30 Max. Mx 3 -11396.60 30 30 Max. My 3 -11396.60 30 30 Max. Vy 4 -44.72 -22 4 Max. Vx 3 -44.95 -14 -15 Diagonal Max Tension 3 2272.74 0 0 Max. Compression 3 -2499.63 0 0 Max. Mx 4 -1712.51 -4 0 Max. My 3 -230.74 0 1 Max. Vy 4 7.48 0 0 Max. Vx 3 -2.88 0 0 Horizontal Max Tension 4 52.14 1 9 Max. Compression 4 -86.65 1 9 Max. Mx 4 -20.60 2 6 Max. My 4 -4.10 0 18 Max. Vy 4 -5.72 2 6 Max. Vx 4 14.31 0 0 Top Girt Max Tension 4 1145.35 0 0 Max. Compression 4 -1487.47 0 0 Max. Mx 1 -153.75 -3 0 Max. My 1 -153.75 0 1 Max. Vy 1 6.04 0 0 Max. Vx 1 -1.98 0 0

T7 37 - 33.5 Leg Max Tension 3 10719.52 -24 -24 Max. Compression 3 -12998.02 53 53 Max. Mx 4 -8786.92 74 -2


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Date 06:35:38 01/08/11




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 -8746.89 -3 74 Max. Vy 4 -125.35 74 -2 Max. Vx 4 -125.33 -3 74 Diagonal Max Tension 3 1793.99 0 0 Max. Compression 3 -1696.52 2 0 Max. Mx 3 1783.71 13 0 Max. My 3 -1621.92 -9 0 Max. Vy 3 -14.86 13 0 Max. Vx 3 0.05 0 0 Horizontal Max Tension 3 72.27 1 0 Max. Compression 3 -79.49 2 1 Max. Mx 4 -55.72 2 0 Max. My 4 -36.17 2 1 Max. Vy 4 5.32 2 0 Max. Vx 4 -0.46 2 1 Top Girt Max Tension 4 2798.37 0 0 Max. Compression 4 -2140.76 0 0 Max. Mx 1 331.05 -18 0 Max. My 4 351.94 0 0 Max. Vy 1 21.18 0 0 Max. Vx 4 -0.00 0 0 Redund Horz 1

Bracing Max Tension 3 194.97 0 0

Max. Compression 3 -194.97 0 0 Max. Mx 1 17.44 0 0 Max. My 4 -86.42 0 0 Max. Vy 1 0.98 0 0 Max. Vx 4 0.00 0 0 Redund Diag 1


Max. Compression 3 -138.87 0 0 Max. Mx 4 61.11 0 0 Max. My 4 93.88 0 0 Max. Vy 4 0.98 0 0 Max. Vx 4 -0.00 0 0

T8 33.5 - 29.5 Leg Max Tension 3 12749.65 -41 -40 Max. Compression 3 -14979.92 27 27 Max. Mx 4 -9876.93 74 -2 Max. My 4 -9842.48 -3 74 Max. Vy 3 98.80 -39 -39 Max. Vx 3 98.13 -39 -39 Diagonal Max Tension 3 2183.51 9 6 Max. Compression 3 -2415.82 0 0 Max. Mx 3 706.60 14 -10 Max. My 3 683.48 14 10 Max. Vy 3 14.82 14 -10 Max. Vx 3 7.42 14 10 Horizontal Max Tension 3 73.49 3 0 Max. Compression 3 -87.18 1 0 Max. Mx 4 48.76 3 0 Max. My 4 48.76 3 0 Max. Vy 4 -5.54 3 0 Max. Vx 4 -0.03 3 0 Redund Horz 1


Max. Compression 3 -224.70 0 0 Max. Mx 1 17.22 0 0 Max. My 4 -57.05 0 0 Max. Vy 1 0.98 0 0 Max. Vx 4 -0.00 0 0 Redund Diag 1 Max Tension 3 172.02 0 0


ESTADO ACTUAL

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Date 06:35:38 01/08/11




Section No.

Elevation m

Component Type

Condition Gov. Load

Comb.

Force

kg

Major Axis Moment

kg-m

Minor Axis Moment

kg-m Bracing

Max. Compression 3 -172.02 0 0 Max. Mx 4 115.30 0 0 Max. My 4 115.30 0 0 Max. Vy 4 1.33 0 0 Max. Vx 4 -0.00 0 0 Redund Hip 1


Max. Compression 3 -17.64 0 0 Max. Mx 1 1.38 0 0 Max. My 3 1.10 0 0 Max. Vy 1 1.63 0 0 Max. Vx 3 -0.00 0 0 Inner Bracing Max Tension 3 33.43 0 0 Max. Compression 3 -18.70 0 0 Max. Mx 1 -0.00 -9 0 Max. My 4 2.26 0 0 Max. Vy 1 10.24 0 0 Max. Vx 4 0.02 0 0

T9 29.5 - 23.5 Leg Max Tension 3 16542.33 -21 -21 Max. Compression 3 -19630.97 45 45 Max. Mx 2 -13241.62 105 -22 Max. My 4 -13303.33 -24 107 Max. Vy 2 -181.95 105 -22 Max. Vx 4 -185.83 -24 107 Diagonal Max Tension 3 1000.90 6 -4 Max. Compression 3 -1141.22 0 0 Max. Mx 3 379.86 9 -5 Max. My 3 302.33 9 -5 Max. Vy 3 -8.98 9 -5 Max. Vx 3 3.84 0 0 Horizontal Max Tension 2 127.19 4 0 Max. Compression 2 -170.24 4 0 Max. Mx 4 -40.87 7 -1 Max. My 2 -103.04 7 -1 Max. Vy 4 12.76 7 -1 Max. Vx 2 1.26 7 -1 Top Girt Max Tension 2 225.60 0 0 Max. Compression 4 -316.60 0 0 Max. Mx 1 -37.45 -8 0 Max. My 1 -37.45 0 1 Max. Vy 1 9.81 0 0 Max. Vx 1 -0.89 0 0 Redund Horz 1


Max. Compression 3 -295.67 0 0 Max. Mx 1 27.31 0 0 Max. My 3 295.67 0 0 Max. Vy 1 1.13 0 0 Max. Vx 3 0.10 0 0 Redund Diag 1


Max. Compression 3 -279.13 0 0 Max. Mx 2 209.20 -1 0 Max. My 4 74.85 0 0 Max. Vy 2 -1.74 0 0 Max. Vx 4 -0.26 0 0 Redund Hip 1


Max. Compression 3 -10.94 0 0 Max. Mx 1 -2.78 -1 0


ESTADO ACTUAL

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Date 06:35:38 01/08/11




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 -2.66 0 0 Max. Vy 1 1.89 0 0 Max. Vx 3 -0.00 0 0 Inner Bracing Max Tension 4 6.72 0 0 Max. Compression 3 -33.97 0 0 Max. Mx 1 0.87 13 0 Max. My 4 2.36 0 0 Max. Vy 1 -11.04 0 0 Max. Vx 4 -0.01 0 0

T10 23.5 - 17.5 Leg Max Tension 3 19148.07 -28 -27 Max. Compression 3 -23395.42 77 75 Max. Mx 2 -15760.65 105 -22 Max. My 4 -15417.96 -24 107 Max. Vy 2 94.90 105 -22 Max. Vx 4 95.49 -24 107 Diagonal Max Tension 2 1334.66 7 3 Max. Compression 2 -1424.34 0 0 Max. Mx 3 1094.78 9 5 Max. My 3 1017.78 9 -5 Max. Vy 3 -10.03 9 5 Max. Vx 3 -3.23 0 0 Horizontal Max Tension 5 54.78 8 -1 Max. Compression 3 -104.52 6 -1 Max. Mx 4 -1.05 10 -1 Max. My 2 -4.58 10 -1 Max. Vy 4 -15.39 10 -1 Max. Vx 2 -1.38 10 -1 Redund Horz 1


Max. Compression 3 -352.37 0 0 Max. Mx 1 34.96 0 0 Max. My 3 33.02 0 0 Max. Vy 1 1.44 0 0 Max. Vx 3 -0.13 0 0 Redund Diag 1


Max. Compression 3 -285.62 0 0 Max. Mx 2 23.84 -1 0 Max. My 4 78.24 0 0 Max. Vy 2 2.15 0 0 Max. Vx 4 -0.29 0 0 Redund Hip 1


Max. Compression 3 -9.23 0 0 Max. Mx 1 -3.08 -1 0 Max. Vy 1 2.40 0 0 Max. Vx 3 0.00 0 0 Inner Bracing Max Tension 3 2.22 0 0 Max. Compression 3 -10.34 0 0 Max. Mx 1 0.25 -15 0 Max. My 4 1.42 0 0 Max. Vy 1 11.51 0 0 Max. Vx 4 0.01 0 0

T11 17.5 - 10 Leg Max Tension 3 19740.10 -2 -1 Max. Compression 3 -23950.28 5 4 Max. Mx 4 -15094.14 99 -1 Max. My 2 -15748.79 4 99 Max. Vy 4 126.81 -80 7 Max. Vx 2 125.44 2 -79 Diagonal Max Tension 3 4303.05 4 -2 Max. Compression 3 -5386.64 0 0


ESTADO ACTUAL

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Date 06:35:38 01/08/11




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 -751.69 35 -33 Max. My 3 -960.83 35 -33 Max. Vy 3 -25.45 35 -33 Max. Vx 4 -22.43 0 2 Top Girt Max Tension 2 1446.58 0 0 Max. Compression 2 -1183.67 0 0 Max. Mx 1 137.45 -36 0 Max. My 4 182.35 0 3 Max. Vy 1 -25.57 0 0 Max. Vx 4 -2.33 0 0 Redund Horz 1


Max. Compression 3 -360.73 0 0 Max. Mx 1 33.20 0 0 Max. My 2 247.63 0 0 Max. Vy 1 1.99 0 0 Max. Vx 2 -0.18 0 0 Redund Horz 2


Max. Compression 3 -360.73 0 0 Max. Mx 1 33.20 -1 0 Max. My 4 249.39 0 0 Max. Vy 1 3.98 0 0 Max. Vx 4 -0.36 0 0 Redund Horz 3


Max. Compression 3 -360.73 0 0 Max. Mx 4 237.82 -3 0 Max. My 4 -1.83 0 0 Max. Vy 4 5.97 0 0 Max. Vx 4 -0.54 0 0 Redund Horz 4


Max. Compression 3 -360.73 0 0 Max. Mx 1 33.20 -6 0 Max. My 1 33.20 0 1 Max. Vy 1 7.96 0 0 Max. Vx 1 -0.72 0 0 Redund Diag 1






Max. Compression 3 -231.59 0 0 Max. Mx 2 64.30 -4 0 Max. My 4 -3.05 0 0 Max. Vy 2 6.36 0 0 Max. Vx 4 -0.70 0 0 Redund Diag 4



ESTADO ACTUAL

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Date 06:35:38 01/08/11




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 -219.39 0 0 Max. Mx 2 58.99 -7 0 Max. My 4 -5.89 0 1 Max. Vy 2 8.35 0 0 Max. Vx 4 0.85 0 0 Redund Hip 1


Max. Compression 4 -53.92 0 0 Max. Mx 1 2.34 -1 0 Max. My 3 25.49 0 0 Max. Vy 1 2.24 0 0 Max. Vx 3 0.00 0 0 Redund Hip 2


Max. Compression 2 -23.16 0 0 Max. Mx 1 -0.83 -2 0 Max. My 3 16.20 0 0 Max. Vy 1 4.48 0 0 Max. Vx 3 0.00 0 0 Redund Hip 3




Max. Compression 5 -6.16 0 0 Max. Mx 1 -3.84 -9 0 Max. Vy 1 8.96 0 0 Max. Vx 3 0.00 0 0 Redund Hip

Diagonal Bracing Max Tension 4 65.53 0 0

Max. Compression 3 -82.24 0 0 Max. Mx 3 -4.74 -15 0 Max. My 4 -74.52 0 0 Max. Vy 3 12.75 0 0 Max. Vx 4 0.00 0 0 Inner Bracing Max Tension 3 70.01 0 0 Max. Compression 2 -25.11 0 0 Max. Mx 1 66.29 36 0 Max. My 4 3.36 0 0 Max. Vy 1 -18.03 0 0 Max. Vx 4 0.01 0 0

T12 10 - 0 Leg Max Tension 3 19436.02 0 1 Max. Compression 3 -24716.14 0 0 Max. Mx 3 -24639.99 -24 -25 Max. My 3 -24639.22 -24 -25 Max. Vy 5 25.31 17 8 Max. Vx 4 25.24 8 17 Diagonal Max Tension 3 4336.61 9 -12 Max. Compression 3 -5642.29 0 0 Max. Mx 3 4336.61 9 -12 Max. My 3 -5454.88 -9 16 Max. Vy 3 12.34 9 -13 Max. Vx 3 -13.98 9 -13 Top Girt Max Tension 4 51.50 19 -2 Max. Compression 2 -224.20 18 -2 Max. Mx 4 -83.18 20 -2 Max. My 2 -76.69 20 -2


ESTADO ACTUAL

Page 24 of 45



Date 06:35:38 01/08/11




Section No.

Elevation m

Component Type

Condition Gov. Load

Comb.

Force

kg

Major Axis Moment

kg-m

Minor Axis Moment

kg-m Max. Vy 4 27.08 20 -2 Max. Vx 2 2.53 20 -2 Redund Horz 1


Max. Compression 3 -372.26 0 0 Max. Mx 6 -7.71 0 0 Max. My 3 372.26 0 0 Max. Vy 6 1.99 0 0 Max. Vx 3 -0.18 0 0 Redund Horz 2








Max. Compression 3 -551.48 0 0 Max. Mx 2 378.32 -1 0 Max. My 3 169.18 0 0 Max. Vy 2 1.48 0 0 Max. Vx 3 0.54 0 0 Redund Diag 2


Max. Compression 3 -312.27 0 0 Max. Mx 2 217.80 -2 0 Max. My 4 56.86 0 0 Max. Vy 2 -3.47 0 0 Max. Vx 4 -0.61 0 0 Redund Diag 3


Max. Compression 3 -246.14 0 0 Max. Mx 2 171.68 -4 0 Max. My 2 77.99 0 -1 Max. Vy 2 5.46 0 0 Max. Vx 2 0.72 0 0 Redund Diag 4




Max. Compression 3 -33.24 0 0


ESTADO ACTUAL

Page 25 of 45



Date 06:35:38 01/08/11




Section No.

Elevation m

Component Type

Condition Gov. Load

Comb.

Force

kg

Major Axis Moment

kg-m

Minor Axis Moment

kg-m Max. Mx 6 -4.82 -1 0 Max. My 2 9.02 0 0 Max. Vy 6 2.83 0 0 Max. Vx 2 0.00 0 0 Redund Hip 2




Max. Compression 3 -24.44 0 0 Max. Mx 1 -2.61 -6 0 Max. Vy 1 8.48 0 0 Max. Vx 3 0.00 0 0 Redund Hip 4


Max. Compression 3 -16.65 0 0 Max. Mx 1 -5.11 -11 0 Max. Vy 1 11.30 0 0 Max. Vx 2 0.00 0 0 Redund Hip


Max. Compression 3 -46.62 0 0 Max. Mx 3 4.50 -25 0 Max. My 3 -28.39 0 0 Max. Vy 3 20.60 0 0 Max. Vx 3 0.01 0 0

Maximum Reactions

Location Condition Gov. Load

Comb.

Vertical kg

Horizontal, X kg

Horizontal, Z kg

Leg D Max. Vert 5 23399.64 3376.28 -3708.59 Max. Hx 5 23399.64 3376.28 -3708.59 Max. Hz 3 -26080.74 -4091.00 4075.41 Min. Vert 3 -26080.74 -4091.00 4075.41 Min. Hx 3 -26080.74 -4091.00 4075.41 Min. Hz 5 23399.64 3376.28 -3708.59

Leg C Max. Vert 5 23419.17 -3376.95 -3711.36 Max. Hx 2 -15556.29 2263.65 2659.17 Max. Hz 2 -15556.29 2263.65 2659.17 Min. Vert 2 -15556.29 2263.65 2659.17 Min. Hx 4 23181.93 -3707.49 -3294.55 Min. Hz 5 23419.17 -3376.95 -3711.36

Leg B Max. Vert 3 34693.42 -5255.61 5290.83 Max. Hx 5 -14739.67 2169.76 -2512.51 Max. Hz 3 34693.42 -5255.61 5290.83 Min. Vert 5 -14739.67 2169.76 -2512.51 Min. Hx 3 34693.42 -5255.61 5290.83 Min. Hz 5 -14739.67 2169.76 -2512.51

Leg A Max. Vert 2 24217.22 3475.39 3850.36 Max. Hx 2 24217.22 3475.39 3850.36 Max. Hz 2 24217.22 3475.39 3850.36


ESTADO ACTUAL

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Date 06:35:38 01/08/11





Comb.

Vertical kg

Horizontal, X kg

Horizontal, Z kg

Min. Vert 5 -14757.63 -2166.36 -2518.06 Min. Hx 4 -14520.01 -2476.05 -2121.79 Min. Hz 5 -14757.63 -2166.36 -2518.06

Tower Mast Reaction Summary

Load Combination

Vertical

kg

Shearx

kg

Shearz

kg

Overturning Moment, Mx

kg-m

Overturning Moment, Mz

kg-m

Torque

kg-m Dead Only 17321.50 -0.00 -0.00 331 -129 0Dead+Wind 0 deg - No Ice 17321.50 -27.03 -12919.84 -348145 2678 45Dead+Wind 45 deg - No Ice 17321.50 9904.24 -9870.06 -266964 -269094 458Dead+Wind 90 deg - No Ice 17321.50 12723.36 -496.50 -11507 -344057 614Dead+Wind 180 deg - No Ice 17321.50 -2.73 12450.52 336573 -165 30Dead+Wind 0 deg - Service 17321.50 -6.76 -3229.96 -86787 572 11Dead+Wind 45 deg - Service 17321.51 2476.06 -2467.52 -66491 -67370 114Dead+Wind 90 deg - Service 17321.50 3180.84 -124.12 -2628 -86111 154Dead+Wind 180 deg - Service 17321.50 -0.68 3112.63 84392 -138 8

Solution Summary

Load Comb.

Sum of Applied Forces Sum of Reactions % Error PX

kg PY kg

PZ kg

PX kg

PY kg

PZ kg

1 0.00 -17321.51 0.00 0.00 17321.50 0.00 0.000% 2 -27.03 -17321.51 -12920.14 27.03 17321.50 12919.84 0.001% 3 9904.48 -17321.51 -9870.30 -9904.24 17321.50 9870.06 0.002% 4 12723.66 -17321.51 -496.50 -12723.36 17321.50 496.50 0.001% 5 -2.73 -17321.51 12450.82 2.73 17321.50 -12450.52 0.001% 6 -6.76 -17321.51 -3230.04 6.76 17321.50 3229.96 0.000% 7 2476.12 -17321.51 -2467.57 -2476.06 17321.51 2467.52 0.000% 8 3180.92 -17321.51 -124.13 -3180.84 17321.50 124.12 0.000% 9 -0.68 -17321.51 3112.70 0.68 17321.50 -3112.63 0.000%

Non-Linear Convergence Results

Load Combination

Converged? Number of Cycles

Displacement Tolerance

Force Tolerance

1 Yes 6 0.00000001 0.00000001 2 Yes 10 0.00000001 0.00010225 3 Yes 10 0.00000001 0.00010371 4 Yes 10 0.00000001 0.00010334 5 Yes 10 0.00000001 0.00010311 6 Yes 10 0.00000001 0.00008663 7 Yes 10 0.00000001 0.00008954 8 Yes 10 0.00000001 0.00008738 9 Yes 10 0.00000001 0.00008645


ESTADO ACTUAL

Page 27 of 45



Date 06:35:38 01/08/11




Maximum Tower Deflections - Service Wind

Section No.

Elevation

m

Horz. Deflection

mm

Gov. Load

Comb.

Tilt °

Twist °

T1 60 - 54.4 50.61 7 0.1271 0.0005 T2 54.4 - 50.2 38.24 7 0.1228 0.0006 T3 50.2 - 46 29.57 7 0.1089 0.0007 T4 46 - 44 22.37 7 0.0805 0.0008 T5 44 - 39 19.78 7 0.0704 0.0008 T6 39 - 37 14.15 7 0.0521 0.0009 T7 37 - 33.5 12.60 7 0.0435 0.0009 T8 33.5 - 29.5 10.03 7 0.0357 0.0009 T9 29.5 - 23.5 7.67 7 0.0254 0.0009

T10 23.5 - 17.5 5.22 7 0.0176 0.0008 T11 17.5 - 10 3.41 7 0.0119 0.0006 T12 10 - 0 1.16 7 0.0067 0.0004

Critical Deflections and Radius of Curvature - Service Wind

Elevation

m

Appurtenance Gov. Load

Comb.

Deflection

mm

Tilt °

Twist °

Radius of Curvature

m 60.000 ANTENA PANEL UHF 0.48x0.983 7 50.61 0.1271 0.0005 128456 58.000 ANTENA VHF BAND III 4 DIPO

AT13-240 7 46.15 0.1264 0.0005 97884

56.600 ANTENA VHF BAND III 4 DIPO AT13-240

7 43.04 0.1254 0.0005 57579


7 39.97 0.1240 0.0006 40537

50.000 ANTENA HARRIS DELTAWIND 7 29.19 0.1078 0.0007 12401 48.500 ANTENA HARRIS DELTAWIND 7 26.40 0.0978 0.0008 8633 47.000 ANTENA HARRIS DELTAWIND 7 23.87 0.0871 0.0008 6570 43.000 ANTENA PANEL FM KATHREIN 7 18.54 0.0665 0.0008 38744 42.150 ANTENA PANEL FM KATHREIN 7 17.50 0.0635 0.0009 19041 41.300 ANTENA PANEL FM KATHREIN 7 16.50 0.0606 0.0009 12418 40.700 ANTENA PANEL FM KATHREIN 7 15.83 0.0586 0.0009 9970 39.850 ANTENA PANEL FM KATHREIN 7 14.94 0.0555 0.0009 7960 39.000 ANTENA PANEL FM KATHREIN 7 14.15 0.0521 0.0009 7982 28.000 8 FT DISH 7 6.95 0.0225 0.0009 29705 24.000 8 FT DISH 7 5.39 0.0180 0.0008 46533 20.500 Andrew 2' w/Radome 7 4.30 0.0147 0.0007 285985

Maximum Tower Deflections - Design Wind

Section No.

Elevation

m

Horz. Deflection

mm

Gov. Load

Comb.

Tilt °

Twist °

T1 60 - 54.4 201.65 3 0.5052 0.0019 T2 54.4 - 50.2 152.50 3 0.4882 0.0022 T3 50.2 - 46 118.01 3 0.4335 0.0027 T4 46 - 44 89.35 3 0.3205 0.0031 T5 44 - 39 79.03 3 0.2804 0.0032


ESTADO ACTUAL

Page 28 of 45



Date 06:35:38 01/08/11




Section No.

Elevation

m

Horz. Deflection

mm

Gov. Load

Comb.

Tilt °

Twist °

T6 39 - 37 56.59 3 0.2073 0.0034 T7 37 - 33.5 50.39 3 0.1736 0.0035 T8 33.5 - 29.5 40.14 3 0.1428 0.0036 T9 29.5 - 23.5 30.70 3 0.1017 0.0036

T10 23.5 - 17.5 20.91 3 0.0707 0.0029 T11 17.5 - 10 13.65 3 0.0478 0.0022 T12 10 - 0 4.64 3 0.0270 0.0013

Critical Deflections and Radius of Curvature - Design Wind

Elevation

m


Comb.

Deflection

mm

Tilt °

Twist °

Radius of Curvature

m 60.000 ANTENA PANEL UHF 0.48x0.983 3 201.65 0.5052 0.0019 33002 58.000 ANTENA VHF BAND III 4 DIPO

AT13-240 3 183.91 0.5021 0.0020 25147


3 171.58 0.4985 0.0020 14793


3 159.39 0.4928 0.0021 10411


Bolt Design Data

Section No.

Elevation

m

Component Type

Bolt Grade

Bolt Size

mm

NumberOf

Bolts

MaximumLoad per

Bolt kg

AllowableLoad

kg

Ratio Load

Allowable

Allowable Ratio

Criteria

T1 60 Leg A325N 16 8 49.27 5528.16 0.009 1.333 Bearing

Diagonal A325N 16 2 181.53 2922.37 0.062 1.333 Bolt Shear

Top Girt A325N 16 2 11.99 2922.37 0.004 1.333 Bolt Shear

T2 54.4 Leg A325N 16 8 607.86 5528.16 0.110 1.333 Bearing



T3 50.2 Leg A325N 16 8 1374.06 5528.16 0.249 1.333 Bearing




ESTADO ACTUAL

Page 29 of 45



Date 06:35:38 01/08/11




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

T4 46 Leg A325N 19 12 1148.70 6633.79 0.173 1.333 Bearing


Horizontal A307 16 2 18.54 1391.60 0.013 1.333 Bolt Shear


T5 44 Leg A325N 19 12 1622.67 6633.79 0.245 1.333 Bearing




T6 39 Leg A325N 19 12 1898.60 8292.26 0.229 1.333 Bearing




T7 37 Leg A325N 19 12 2154.87 8292.26 0.260 1.333 Bearing




T8 33.5 Leg A325N 19 12 2467.99 8292.26 0.298 1.333 Bearing



T9 29.5 Leg A325N 19 16 2430.60 8416.41 0.289 1.333 Bolt DS




T10 23.5 Leg A325N 19 16 2895.42 8416.41 0.344 1.333 Bolt DS



T11 17.5 Leg A325N 19 12 3863.59 8416.41 0.459 1.333 Bolt DS



T12 10 Leg A325N 19 12 4035.62 8416.41 0.479 1.333 Bolt DS



Compression Checks

Leg Design Data (Compression)


ESTADO ACTUAL

Page 30 of 45



Date 06:35:38 01/08/11




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 - 54.4 L64x64x6 5.600 1.400 112.3 K=1.00

82 768 -1725.81 6396.43 0.270

T2 54.4 - 50.2 L64x64x6 4.200 1.400 112.3 K=1.00

82 768 -4470.25 6396.43 0.699

T3 50.2 - 46 L64x64x6 4.200 1.400 112.3 K=1.00

82 768 -8473.61 6396.43 1.325

T4 46 - 44 L76x76x6 2.080 1.040 69.2 K=1.00

145 929 -6902.36 13775.29 0.501

T5 44 - 39 L102x102x6 5.000 1.250 61.9 K=1.00

135 1252 -11342.22 17186.21 0.660

T6 39 - 37 L102x102x8 2.204 1.102 54.9 K=1.00

163 1548 -11396.60 25666.21 0.444

T7 37 - 33.5 L102x102x8 3.500 0.875 43.6 K=1.00

175 1548 -12998.01 27568.13 0.471

T8 33.5 - 29.5 L102x102x8 4.000 1.000 49.8 K=1.00

168 1548 -14979.94 26547.18 0.564

T9 29.5 - 23.5 2L102x102x9.5 6.050 1.512 75.6 K=1.00

137 3690 -19630.98 51592.97 0.380

T10 23.5 - 17.5 2L102x102x9.5 6.050 1.512 75.6 K=1.00

137 3690 -23395.44 51592.97 0.453

T11 17.5 - 10 2L102x102x9.5 7.562 1.512 56.7 K=0.75

160 3690 -23950.27 60394.93 0.397

T12 10 - 0 2L102x102x9.5 10.083 2.017 75.6 K=0.75

137 3690 -24716.16 51592.97 0.479

Diagonal Design Data (Compression)

Section No.

Elevation

m

Size

L

m

Lu

m

Kl/r

Fa

MPa

A

mm2

Actual P kg

Allow. Pa kg

Ratio P Pa

T1 60 - 54.4 L51x51x4.8 1.931 0.919 91.9 K=1.00

114 461 -363.05 5361.74 0.068

T2 54.4 - 50.2 L51x51x4.8 1.931 0.919 91.9 K=1.00

114 461 -548.43 5361.74 0.102

T3 50.2 - 46 L51x51x4.8 1.931 0.919 91.9 K=1.00

114 461 -908.09 5361.74 0.169

T4 46 - 44 L76x76x6.4 1.478 1.427 94.9 K=1.00

109 929 -2007.79 10364.68 0.194

T5 44 - 39 L64x64x4.8 1.645 1.567 124.7 K=1.00

66 582 -1454.47 3931.86 0.370

T6 39 - 37 L76x76x6.4 2.021 1.962 130.5 K=1.00

60 929 -2499.63 5728.28 0.436

T7 37 - 33.5 L76x76x6.4 2.457 2.385 101.0 K=1.00

100 929 -1696.52 9459.85 0.179

T8 33.5 - 29.5 L76x76x6.4 2.641 1.321 87.8 K=1.00

120 929 -2415.82 11366.94 0.213

T9 29.5 - 23.5 L76x76x6.4 3.773 1.886 125.4 K=1.00

65 929 -1141.22 6198.16 0.184

T10 23.5 - 17.5 L76x76x6.4 4.125 2.062 137.1 K=1.00

55 929 -1424.34 5185.65 0.275


ESTADO ACTUAL

Page 31 of 45



Date 06:35:38 01/08/11




Section No.

Elevation

m

Size

L

m

Lu

m

Kl/r

Fa

MPa

A

mm2

Actual P kg

Allow. Pa kg

Ratio P Pa

T11 17.5 - 10 L102x102x6.4 8.041 1.608 50.7 K=1.00

144 1252 -5386.64 18390.36 0.293

T12 10 - 0 L76x76x6.4 10.967 2.193 92.9 K=1.00

113 929 -5642.28 10657.88 0.529

Horizontal Design Data (Compression)

Section No.

Elevation

m

Size

L

m

Lu

m

Kl/r

Fa

MPa

A

mm2

Actual P kg

Allow. Pa kg

Ratio P Pa

T4 46 - 44 L51x51x4.8 1.735 0.829 82.9 K=1.00

127 461 -37.09 5977.53 0.006

T5 44 - 39 L51x51x4.8 2.140 2.038 130.1 K=1.00

61 461 -86.15 2862.74 0.030

T6 39 - 37 L51x51x6.4 2.795 2.693 174.1 K=1.00

34 605 -86.65 2095.66 0.041

T7 37 - 33.5 L51x51x4.8 3.450 3.348 213.7 K=1.00

23 461 -79.49 1060.93 0.075

T8 33.5 - 29.5 L51x51x4.8 3.450 1.674 167.3 K=1.00

37 461 -87.18 1730.49 0.050

T9 29.5 - 23.5 L76x76x6.4 3.996 1.947 129.5 K=1.00

61 929 -170.24 5816.14 0.029

T10 23.5 - 17.5 L76x76x6.4 5.088 2.493 165.8 K=1.00

37 929 -104.52 3547.30 0.029

Top Girt Design Data (Compression)

Section No.

Elevation

m

Size

L

m

Lu

m

Kl/r

Fa

MPa

A

mm2

Actual P kg

Allow. Pa kg

Ratio P Pa

T1 60 - 54.4 L51x51x4.8 1.330 1.266 126.6 K=1.00

64 461 -23.97 3023.93 0.008

T2 54.4 - 50.2 L51x51x4.8 1.330 1.266 126.6 K=1.00

64 461 -128.28 3023.93 0.042

T3 50.2 - 46 L51x51x4.8 1.330 1.266 126.6 K=1.00

64 461 -356.48 3023.93 0.118

T4 46 - 44 L51x51x4.8 1.330 1.266 80.8 K=1.00

130 461 -79.92 6113.16 0.013

T5 44 - 39 L51x51x4.8 2.140 2.064 131.7 K=1.00

59 461 -1572.18 2792.71 0.563

T6 39 - 37 L51x51x6.4 2.140 2.038 131.8 K=1.00

59 605 -1487.47 3658.84 0.407

T7 37 - 33.5 L102x102x6.4 3.450 3.348 105.5 K=1.00

90 1252 -2140.77 11432.30 0.187

T9 29.5 - 23.5 L64x64x4.8 3.450 3.348 169.4 K=1.00

36 582 -316.60 2128.02 0.149

T11 17.5 - 10 L76x76x6.4 5.635 5.533 234.2 19 929 -1183.67 1777.83 0.666


ESTADO ACTUAL

Page 32 of 45



Date 06:35:38 01/08/11




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 KL/R > 200 (C) - 497

T12 10 - 0 L102x102x6.4 7.000 3.449 108.6 K=1.00

86 1252 -224.20 10942.15 0.020

Redundant Horizontal (1) Design Data (Compression)

Section No.

Elevation

m

Size

L

m

Lu

m

Kl/r

Fa

MPa

A

mm2

Actual P kg

Allow. Pa kg

Ratio P Pa

T7 37 - 33.5 L38x38x3.2 0.863 0.812 107.9 K=1.00

88 232 -194.97 2091.12 0.093

T8 33.5 - 29.5 L38x38x3.2 0.863 0.812 107.9 K=1.00

88 232 -224.70 2091.12 0.107

T9 29.5 - 23.5 L38x38x3.2 0.999 0.948 126.0 K=1.00

65 232 -295.67 1532.27 0.193

T10 23.5 - 17.5 L38x38x3.2 1.272 1.221 162.3 K=1.00

39 232 -352.37 923.67 0.381

T11 17.5 - 10 L64x64x4.8 0.700 0.649 51.6 K=1.00

166 582 -360.73 9848.17 0.037

T12 10 - 0 L64x64x4.8 0.700 0.649 51.6 K=1.00

166 582 -372.26 9848.17 0.038


Section No.

Elevation

m

Size

L

m

Lu

m

Kl/r

Fa

MPa

A

mm2

Actual P kg

Allow. Pa kg

Ratio P Pa

T11 17.5 - 10 L64x64x4.8 1.400 1.349 107.3 K=1.00

89 582 -360.73 5305.76 0.068

T12 10 - 0 L64x64x4.8 1.400 1.349 107.3 K=1.00

89 582 -372.26 5305.76 0.070


Section No.

Elevation

m

Size

L

m

Lu

m

Kl/r

Fa

MPa

A

mm2

Actual P kg

Allow. Pa kg

Ratio P Pa

T11 17.5 - 10 L64x64x4.8 2.100 2.049 163.0 K=1.00

39 582 -360.73 2300.03 0.157

T12 10 - 0 L64x64x4.8 2.100 2.049 163.0 K=1.00

39 582 -372.26 2300.03 0.162


ESTADO ACTUAL

Page 33 of 45



Date 06:35:38 01/08/11





Section No.

Elevation

m

Size

L

m

Lu

m

Kl/r

Fa

MPa

A

mm2

Actual P kg

Allow. Pa kg

Ratio P Pa

T11 17.5 - 10 L64x64x4.8 2.800 2.749 218.7 K=1.00

22 582 -360.73 1277.87 0.282

T12 10 - 0 L64x64x4.8 2.800 2.749 218.7 K=1.00

22 582 -372.26 1277.87 0.291

Redundant Diagonal (1) Design Data (Compression)

Section No.

Elevation

m

Size

L

m

Lu

m

Kl/r

Fa

MPa

A

mm2

Actual P kg

Allow. Pa kg

Ratio P Pa

T7 37 - 33.5 L38x38x3.2 1.229 1.156 153.7 K=1.00

44 232 -138.87 1030.52 0.135

T8 33.5 - 29.5 L51x51x3.2 1.321 1.243 123.1 K=1.00

68 312 -172.02 2165.90 0.079

T9 29.5 - 23.5 L51x51x3.2 1.886 1.785 176.8 K=1.00

33 312 -279.13 1049.53 0.266

T10 23.5 - 17.5 L51x51x3.2 2.062 1.978 195.9 K=1.00

27 312 -285.62 854.61 0.334

T11 17.5 - 10 L64x64x4.8 1.723 1.620 128.8 K=1.00

62 582 -443.93 3681.76 0.121

T12 10 - 0 L64x64x4.8 2.074 1.882 149.7 K=1.00

46 582 -551.48 2726.63 0.202


Section No.

Elevation

m

Size

L

m

Lu

m

Kl/r

Fa

MPa

A

mm2

Actual P kg

Allow. Pa kg

Ratio P Pa

T11 17.5 - 10 L64x64x4.8 2.152 2.081 165.5 K=1.00

38 582 -277.20 2230.71 0.124

T12 10 - 0 L64x64x4.8 2.349 2.252 179.1 K=1.00

32 582 -312.27 1904.69 0.164


Section No.

Elevation

m

Size

L

m

Lu

m

Kl/r

Fa

MPa

A

mm2

Actual P kg

Allow. Pa kg

Ratio P Pa

T11 17.5 - 10 L64x64x4.8 2.696 2.635 209.6 K=1.00

23 582 -231.59 1390.72 0.167

T12 10 - 0 L64x64x4.8 2.777 2.704 215.0 22 582 -246.14 1321.18 0.186


ESTADO ACTUAL

Page 34 of 45



Date 06:35:38 01/08/11




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


Section No.

Elevation

m

Size

L

m

Lu

m

Kl/r

Fa

MPa

A

mm2

Actual P kg

Allow. Pa kg

Ratio P Pa

T11 17.5 - 10 L64x64x4.8 3.300 3.243 258.0 K=1.00

15 582 -219.39 918.20 0.239

KL/R > 250 (C) - 538 T12 10 - 0 L64x64x4.8 3.300 3.236 257.3

K=1.00 16 582 -219.34 922.53 0.238

KL/R > 250 (C) - 653

Redundant Hip (1) Design Data (Compression)

Section No.

Elevation

m

Size

L

m

Lu

m

Kl/r

Fa

MPa

A

mm2

Actual P kg

Allow. Pa kg

Ratio P Pa

T8 33.5 - 29.5 L44x44x3.2 1.220 1.220 138.5 K=1.00

54 272 -17.64 1490.45 0.012

T9 29.5 - 23.5 L44x44x3.2 1.413 1.413 160.4 K=1.00

40 272 -10.94 1110.89 0.010

T10 23.5 - 17.5 L44x44x3.2 1.799 1.799 204.2 K=1.00

25 272 -9.23 685.15 0.013

T11 17.5 - 10 L51x51x4.8 0.990 0.990 98.9 K=1.00

103 461 -53.92 4850.22 0.011

T12 10 - 0 L64x64x4.8 0.990 0.990 78.7 K=1.00

133 582 -33.24 7876.09 0.004


Section No.

Elevation

m

Size

L

m

Lu

m

Kl/r

Fa

MPa

A

mm2

Actual P kg

Allow. Pa kg

Ratio P Pa

T11 17.5 - 10 L51x51x4.8 1.980 1.980 197.8 K=1.00

26 461 -23.16 1237.36 0.019

T12 10 - 0 L64x64x4.8 1.980 1.980 157.5 K=1.00

42 582 -24.17 2463.86 0.010



ESTADO ACTUAL

Page 35 of 45



Date 06:35:38 01/08/11




Section No.

Elevation

m

Size

L

m

Lu

m

Kl/r

Fa

MPa

A

mm2

Actual P kg

Allow. Pa kg

Ratio P Pa

T11 17.5 - 10 L51x51x4.8 2.970 2.970 296.8 K=1.00

12 461 -8.99 549.94 0.016

KL/R > 250 (C) - 596 T12 10 - 0 L64x64x4.8 2.970 2.970 236.2

K=1.00 18 582 -24.44 1095.04 0.022


Section No.

Elevation

m

Size

L

m

Lu

m

Kl/r

Fa

MPa

A

mm2

Actual P kg

Allow. Pa kg

Ratio P Pa

T11 17.5 - 10 L51x51x4.8 3.960 3.960 395.7 K=1.00

7 461 -6.16 309.34 0.020

KL/R > 250 (C) - 598 T12 10 - 0 L64x64x4.8 3.960 3.960 314.9

K=1.00 10 582 -16.65 615.96 0.027

KL/R > 250 (C) - 719

Redundant Hip Diagonal Design Data (Compression)

Section No.

Elevation

m

Size

L

m

Lu

m

Kl/r

Fa

MPa

A

mm2

Actual P kg

Allow. Pa kg

Ratio P Pa

T11 17.5 - 10 L64x64x4.8 2.132 2.132 169.6 K=1.00

36 582 -82.24 2124.51 0.039

T12 10 - 0 L76x76x6.4 4.071 4.071 270.7 K=1.00

14 929 -28.22 1330.88 0.021

KL/R > 250 (C) - 686

Inner Bracing Design Data (Compression)

Section No.

Elevation

m

Size

L

m

Lu

m

Kl/r

Fa

MPa

A

mm2

Actual P kg

Allow. Pa kg

Ratio P Pa

T3 50.2 - 46 L51x51x3.2 1.881 1.817 180.0 K=1.00

32 312 -7.56 1012.82 0.007

T4 46 - 44 L51x51x3.2 1.227 1.163 115.2 K=1.00

78 312 -21.91 2470.17 0.009

T8 33.5 - 29.5 L51x51x6.4 2.440 2.440 245.6 K=1.00

17 605 -18.70 1053.01 0.018

T9 29.5 - 23.5 L51x51x4.8 4.879 4.777 477.4 K=1.00

5 461 -30.51 212.52 0.144*

KL/R > 250 (C) - 352 T10 23.5 - 17.5 L51x51x4.8 3.598 3.598 359.5

K=1.00 8 461 -10.34 374.66 0.028


ESTADO ACTUAL

Page 36 of 45



Date 06:35:38 01/08/11




Section No.

Elevation

m

Size

L

m

Lu

m

Kl/r

Fa

MPa

A

mm2

Actual P kg

Allow. Pa kg

Ratio P Pa

KL/R > 250 (C) - 459 T11 17.5 - 10 L51x51x4.8 7.969 7.867 786.1

K=1.00 2 461 -25.11 78.37 0.320

* DL controls

Tension Checks

Leg Design Data (Tension)

Section No.

Elevation

m

Size

L

m

Lu

m

Kl/r

Fa

MPa

A

mm2

Actual P kg

Allow. Pa kg

Ratio P Pa

T1 60 - 54.4 L64x64x6 5.600 1.400 71.7 224 526 1421.86 12014.53 0.118

T2 54.4 - 50.2 L64x64x6 4.200 1.400 71.7 224 526 4018.91 12014.53 0.335

T3 50.2 - 46 L64x64x6 4.200 1.400 71.7 224 526 7778.93 12014.53 0.647

T4 46 - 44 L76x76x6 2.080 1.040 44.0 224 647 6321.31 14778.63 0.428

T5 44 - 39 L102x102x6 5.000 1.250 39.4 224 969 9928.69 22149.51 0.448

T6 39 - 37 L102x102x8 2.204 1.102 35.0 224 1196 9777.50 27318.33 0.358

T7 37 - 33.5 L102x102x8 3.500 0.875 27.8 224 1196 10719.52 27318.33 0.392

T8 33.5 - 29.5 L102x102x8 4.000 1.000 31.8 224 1196 12749.67 27318.33 0.467

T9 29.5 - 23.5 2L102x102x9.5 6.050 1.512 48.4 224 3267 16542.34 74648.62 0.222

T10 23.5 - 17.5 2L102x102x9.5 6.050 1.512 48.4 224 3267 19148.09 74648.62 0.257

T11 17.5 - 10 2L102x102x9.5 7.562 1.512 48.4 224 3267 19740.12 74648.62 0.264

T12 10 - 0 2L102x102x9.5 10.083 2.017 64.5 224 3267 19436.03 74648.62 0.260

Diagonal Design Data (Tension)

Section No.

Elevation

m

Size

L

m

Lu

m

Kl/r

Fa

MPa

A

mm2

Actual P kg

Allow. Pa kg

Ratio P Pa

T1 60 - 54.4 L51x51x4.8 1.931 0.919 58.7 224 278 351.91 6350.48 0.055


ESTADO ACTUAL

Page 37 of 45



Date 06:35:38 01/08/11




Section No.

Elevation

m

Size

L

m

Lu

m

Kl/r

Fa

MPa

A

mm2

Actual P kg

Allow. Pa kg

Ratio P Pa

T2 54.4 - 50.2 L51x51x4.8 1.931 0.919 58.7 224 278 510.26 6350.48 0.080

T3 50.2 - 46 L51x51x4.8 1.931 0.919 58.7 224 278 853.09 6350.48 0.134

T4 46 - 44 L76x76x6.4 1.218 1.166 49.4 224 606 1768.03 13848.04 0.128

T5 44 - 39 L64x64x4.8 1.645 1.567 79.3 224 368 1348.32 8418.00 0.160

T6 39 - 37 L76x76x6.4 1.501 1.442 61.1 224 606 2272.74 13848.04 0.164

T7 37 - 33.5 L76x76x6.4 2.457 2.385 101.0 224 606 1793.99 13848.04 0.130

T8 33.5 - 29.5 L76x76x6.4 2.641 1.321 55.9 224 606 2183.51 13848.04 0.158

T9 29.5 - 23.5 L76x76x6.4 3.773 1.886 79.9 224 606 1000.90 13848.04 0.072

T10 23.5 - 17.5 L76x76x6.4 3.773 1.886 79.9 224 606 1334.66 13848.04 0.096

T11 17.5 - 10 L102x102x6.4 8.041 1.608 50.7 224 848 4303.05 19376.20 0.222

T12 10 - 0 L76x76x6.4 10.967 2.193 92.9 224 606 4336.61 13848.04 0.313

Horizontal Design Data (Tension)

Section No.

Elevation

m

Size

L

m

Lu

m

Kl/r

Fa

MPa

A

mm2

Actual P kg

Allow. Pa kg

Ratio P Pa

T4 46 - 44 L51x51x4.8 1.735 0.829 52.9 224 278 28.66 6350.48 0.005

T5 44 - 39 L51x51x4.8 2.140 2.038 130.1 224 278 79.06 6350.48 0.012

T6 39 - 37 L51x51x6.4 2.795 2.693 174.1 224 363 52.14 8297.75 0.006

T7 37 - 33.5 L51x51x4.8 3.450 3.348 213.7 224 278 72.27 6350.48 0.011

T8 33.5 - 29.5 L51x51x4.8 3.450 1.674 106.8 224 278 73.49 6350.48 0.012

T9 29.5 - 23.5 L76x76x6.4 3.996 1.947 82.4 224 606 127.19 13848.04 0.009

T10 23.5 - 17.5 L76x76x6.4 5.088 2.493 105.6 224 606 54.78 13848.04 0.004

Top Girt Design Data (Tension)


ESTADO ACTUAL

Page 38 of 45



Date 06:35:38 01/08/11




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 - 54.4 L51x51x4.8 1.330 1.266 80.8 224 278 14.56 6350.48 0.002

T2 54.4 - 50.2 L51x51x4.8 1.330 1.266 80.8 224 278 154.67 6350.48 0.024

T3 50.2 - 46 L51x51x4.8 1.330 1.266 80.8 224 278 392.99 6350.48 0.062

T4 46 - 44 L51x51x4.8 1.330 1.266 80.8 224 278 67.03 6350.48 0.011

T5 44 - 39 L51x51x4.8 2.140 2.064 131.7 224 278 1861.15 6350.48 0.293

T6 39 - 37 L51x51x6.4 2.140 2.038 131.8 224 363 1145.35 8297.75 0.138

T7 37 - 33.5 L102x102x6.4 3.450 3.348 105.5 224 848 2798.37 19376.20 0.144

T9 29.5 - 23.5 L64x64x4.8 3.450 3.348 169.4 224 368 225.60 8418.00 0.027

T11 17.5 - 10 L76x76x6.4 5.635 5.533 234.2 224 606 1446.58 13848.04 0.104

T12 10 - 0 L102x102x6.4 7.000 3.449 108.6 224 848 51.50 19376.20 0.003

Redundant Horizontal (1) Design Data (Tension)

Section No.

Elevation

m

Size

L

m

Lu

m

Kl/r

Fa

MPa

A

mm2

Actual P kg

Allow. Pa kg

Ratio P Pa

T7 37 - 33.5 L38x38x3.2 0.863 0.812 68.7 207 232 194.97 4890.32 0.040

T8 33.5 - 29.5 L38x38x3.2 0.863 0.812 68.7 207 232 224.70 4890.32 0.046

T9 29.5 - 23.5 L38x38x3.2 0.999 0.948 80.3 207 232 295.67 4890.32 0.060

T10 23.5 - 17.5 L38x38x3.2 1.272 1.221 103.4 207 232 352.37 4890.32 0.072

T11 17.5 - 10 L64x64x4.8 0.700 0.649 32.9 207 582 360.73 12274.21 0.029

T12 10 - 0 L64x64x4.8 0.700 0.649 32.9 207 582 372.26 12274.21 0.030


Section No.

Elevation

m

Size

L

m

Lu

m

Kl/r

Fa

MPa

A

mm2

Actual P kg

Allow. Pa kg

Ratio P Pa

T11 17.5 - 10 L64x64x4.8 1.400 1.349 68.3 207 582 360.73 12274.21 0.029

T12 10 - 0 L64x64x4.8 1.400 1.349 68.3 207 582 372.26 12274.21 0.030


ESTADO ACTUAL

Page 39 of 45



Date 06:35:38 01/08/11




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

T11 17.5 - 10 L64x64x4.8 2.100 2.049 103.7 207 582 360.73 12274.21 0.029

T12 10 - 0 L64x64x4.8 2.100 2.049 103.7 207 582 372.26 12274.21 0.030


Section No.

Elevation

m

Size

L

m

Lu

m

Kl/r

Fa

MPa

A

mm2

Actual P kg

Allow. Pa kg

Ratio P Pa

T11 17.5 - 10 L64x64x4.8 2.800 2.749 139.1 207 582 360.73 12274.21 0.029

T12 10 - 0 L64x64x4.8 2.800 2.749 139.1 207 582 372.26 12274.21 0.030

Redundant Diagonal (1) Design Data (Tension)

Section No.

Elevation

m

Size

L

m

Lu

m

Kl/r

Fa

MPa

A

mm2

Actual P kg

Allow. Pa kg

Ratio P Pa

T7 37 - 33.5 L38x38x3.2 1.229 1.156 97.9 207 232 138.87 4890.32 0.028

T8 33.5 - 29.5 L51x51x3.2 1.321 1.243 78.1 207 312 172.02 6591.29 0.026

T9 29.5 - 23.5 L51x51x3.2 1.886 1.785 112.2 207 312 279.13 6591.29 0.042

T10 23.5 - 17.5 L51x51x3.2 2.062 1.978 124.4 207 312 285.62 6591.29 0.043

T11 17.5 - 10 L64x64x4.8 1.723 1.620 82.0 207 582 443.93 12274.21 0.036

T12 10 - 0 L64x64x4.8 2.074 1.882 95.2 207 582 551.48 12274.21 0.045



ESTADO ACTUAL

Page 40 of 45



Date 06:35:38 01/08/11




Section

No. Elevation

m

Size

L

m

Lu

m

Kl/r

Fa

MPa

A

mm2

Actual P kg

Allow. Pa kg

Ratio P Pa

T11 17.5 - 10 L64x64x4.8 2.152 2.081 105.3 207 582 277.20 12274.21 0.023

T12 10 - 0 L64x64x4.8 2.349 2.252 114.0 207 582 312.27 12274.21 0.025


Section No.

Elevation

m

Size

L

m

Lu

m

Kl/r

Fa

MPa

A

mm2

Actual P kg

Allow. Pa kg

Ratio P Pa

T11 17.5 - 10 L64x64x4.8 2.696 2.635 133.4 207 582 231.59 12274.21 0.019

T12 10 - 0 L64x64x4.8 2.777 2.704 136.8 207 582 246.14 12274.21 0.020


Section No.

Elevation

m

Size

L

m

Lu

m

Kl/r

Fa

MPa

A

mm2

Actual P kg

Allow. Pa kg

Ratio P Pa

T11 17.5 - 10 L64x64x4.8 3.300 3.243 164.1 207 582 219.39 12274.21 0.018

T12 10 - 0 L64x64x4.8 3.300 3.236 163.7 207 582 219.34 12274.21 0.018

Redundant Hip (1) Design Data (Tension)

Section No.

Elevation

m

Size

L

m

Lu

m

Kl/r

Fa

MPa

A

mm2

Actual P kg

Allow. Pa kg

Ratio P Pa

T8 33.5 - 29.5 L44x44x3.2 1.220 1.220 88.0 207 272 21.67 5740.80 0.004

T9 29.5 - 23.5 L44x44x3.2 1.413 1.413 101.9 207 272 6.38 5740.80 0.001

T10 23.5 - 17.5 L44x44x3.2 1.799 1.799 129.8 207 272 4.75 5740.80 0.001

T11 17.5 - 10 L51x51x4.8 0.990 0.990 63.2 207 461 53.61 9729.56 0.006

T12 10 - 0 L64x64x4.8 0.990 0.990 50.1 207 582 11.32 12274.21 0.001


ESTADO ACTUAL

Page 41 of 45



Date 06:35:38 01/08/11





Section No.

Elevation

m

Size

L

m

Lu

m

Kl/r

Fa

MPa

A

mm2

Actual P kg

Allow. Pa kg

Ratio P Pa

T11 17.5 - 10 L51x51x4.8 1.980 1.980 126.3 207 461 17.93 9729.56 0.002

T12 10 - 0 L64x64x4.8 1.980 1.980 100.2 207 582 8.59 12274.21 0.001


Section No.

Elevation

m

Size

L

m

Lu

m

Kl/r

Fa

MPa

A

mm2

Actual P kg

Allow. Pa kg

Ratio P Pa

T11 17.5 - 10 L51x51x4.8 2.970 2.970 189.5 207 461 4.97 9729.56 0.001

T12 10 - 0 L64x64x4.8 2.970 2.970 150.3 207 582 12.65 12274.21 0.001


Section No.

Elevation

m

Size

L

m

Lu

m

Kl/r

Fa

MPa

A

mm2

Actual P kg

Allow. Pa kg

Ratio P Pa

T12 10 - 0 L64x64x4.8 3.960 3.960 200.4 207 582 1.32 12274.21 0.000

Redundant Hip Diagonal Design Data (Tension)

Section No.

Elevation

m

Size

L

m

Lu

m

Kl/r

Fa

MPa

A

mm2

Actual P kg

Allow. Pa kg

Ratio P Pa

T11 17.5 - 10 L64x64x4.8 2.132 2.132 107.9 207 582 65.53 12274.21 0.005

T12 10 - 0 L76x76x6.4 2.602 2.602 110.2 207 929 58.47 19595.20 0.003

Inner Bracing Design Data (Tension)

Section No.

Elevation

m

Size

L

m

Lu

m

Kl/r

Fa

MPa

A

mm2

Actual P kg

Allow. Pa kg

Ratio P Pa

T3 50.2 - 46 L51x51x3.2 1.881 1.817 114.3 207 312 12.51 6591.29 0.002*


ESTADO ACTUAL

Page 42 of 45



Date 06:35:38 01/08/11




Section No.

Elevation

m

Size

L

m

Lu

m

Kl/r

Fa

MPa

A

mm2

Actual P kg

Allow. Pa kg

Ratio P Pa

T4 46 - 44 L51x51x3.2 1.227 1.163 73.1 207 312 12.05 6591.29 0.002

T8 33.5 - 29.5 L51x51x6.4 2.440 2.440 157.7 207 605 33.43 12764.09 0.003

T9 29.5 - 23.5 L51x51x4.8 4.879 4.777 304.8 207 461 6.72 9729.56 0.001

T10 23.5 - 17.5 L51x51x4.8 3.598 3.598 229.6 207 461 2.22 9729.56 0.000

T11 17.5 - 10 L51x51x4.8 7.969 7.867 502.0 207 461 66.29 9729.56 0.007*

L/R > 500 (T) - 496

* DL controls

Section Capacity Table Section

No. Elevation

m Component

Type Size Critical

Element P kg

SF*Pallow kg

% Capacity

Pass Fail

T1 60 - 54.4 Leg L64x64x6 3 -1725.81 8526.43 20.2 Pass Diagonal L51x51x4.8 13 -363.05 7147.19 5.1 Pass Top Girt L51x51x4.8 6 -23.97 4030.90 0.6 Pass

T2 54.4 - 50.2 Leg L64x64x6 43 -4470.25 8526.43 52.4 Pass Diagonal L51x51x4.8 53 -548.43 7147.19 7.7 Pass Top Girt L51x51x4.8 48 -128.28 4030.90 3.2 Pass

T3 50.2 - 46 Leg L64x64x6 75 -8473.61 8526.43 99.4 Pass Diagonal L51x51x4.8 87 -908.09 7147.19 12.7 Pass Top Girt L51x51x4.8 82 -356.48 4030.90 8.8 Pass Inner Bracing L51x51x3.2 77 -7.56 1350.09 0.6 Pass

T4 46 - 44 Leg L76x76x6 109 -6902.36 18362.46 37.6 Pass Diagonal L76x76x6.4 121 -2007.79 13816.12 14.5

25.8 (b) Pass

Horizontal L51x51x4.8 117 -37.09 7968.05 0.5 1.0 (b)

Pass

Top Girt L51x51x4.8 116 -79.92 8148.84 1.0 1.0 (b)

Pass

Inner Bracing L51x51x3.2 131 -21.91 3292.74 0.7 Pass T5 44 - 39 Leg L102x102x6 144 -11342.22 22909.22 49.5 Pass

Diagonal L64x64x4.8 157 -1454.47 5241.17 27.8 Pass Horizontal L51x51x4.8 179 -86.15 3816.03 2.3

2.3 (b) Pass

Top Girt L51x51x4.8 149 -1572.18 3722.68 42.2 Pass T6 39 - 37 Leg L102x102x8 192 -11396.60 34213.06 33.3 Pass

Diagonal L76x76x6.4 206 -2499.63 7635.80 32.7 Pass Horizontal L51x51x6.4 198 -86.65 2793.51 3.1 Pass Top Girt L51x51x6.4 195 -1487.47 4877.23 30.5 Pass

T7 37 - 33.5 Leg L102x102x8 220 -12998.01 36748.31 35.4 Pass Diagonal L76x76x6.4 230 -1696.52 12609.98 13.5

23.0 (b) Pass

Horizontal L51x51x4.8 247 -79.49 1414.22 5.6 Pass Top Girt L102x102x6.4 225 -2140.77 15239.26 14.0

35.9 (b) Pass

Redund Horz 1 Bracing

L38x38x3.2 238 -194.97 2787.46 7.0 Pass


ESTADO ACTUAL

Page 43 of 45



Date 06:35:38 01/08/11




Section No.

Elevation m

Component Type

Size CriticalElement

P kg

SF*Pallow kg

% Capacity

Pass Fail

Redund Diag 1 Bracing

L38x38x3.2 265 -138.87 1373.68 10.1 Pass

T8 33.5 - 29.5 Leg L102x102x8 280 -14979.94 35387.39 42.3 Pass Diagonal L76x76x6.4 298 -2415.82 15152.13 15.9

20.7 (b) Pass

Horizontal L51x51x4.8 305 -87.18 2306.74 3.8 Pass Redund Horz 1

Bracing L38x38x3.2 294 -224.70 2787.46 8.1 Pass


L51x51x3.2 295 -172.02 2887.15 6.0 Pass

Redund Hip 1 Bracing

L44x44x3.2 346 -17.64 1986.76 0.9 Pass

Inner Bracing L51x51x6.4 314 -18.70 1403.66 1.3 Pass T9 29.5 - 23.5 Leg 2L102x102x9.5 349 -19630.98 68773.43 28.5 Pass

Diagonal L76x76x6.4 368 -1141.22 8262.15 13.8 14.6 (b)

Pass

Horizontal L76x76x6.4 364 -170.24 7752.92 2.2 4.6 (b)

Pass

Top Girt L64x64x4.8 354 -316.60 2836.65 11.2 Pass Redund Horz 1

Bracing L38x38x3.2 374 -295.67 2042.52 14.5 Pass


L51x51x3.2 405 -279.13 1399.02 20.0 Pass


L44x44x3.2 421 -10.94 1480.81 0.7 Pass



2.8 (b) Pass


L38x38x3.2 443 -352.37 1231.25 28.6 Pass


L51x51x3.2 474 -285.62 1139.20 25.1 Pass


L44x44x3.2 490 -9.23 913.30 1.0 Pass

Inner Bracing L51x51x4.8 459 -10.34 499.43 2.1 Pass T11 17.5 - 10 Leg 2L102x102x9.5 493 -23950.27 80506.44 29.7

34.4 (b) Pass

Diagonal L102x102x6.4 521 -5386.64 24514.35 22.0 69.1 (b)

Pass


Bracing L64x64x4.8 531 -360.73 13127.61 2.7 Pass


L64x64x4.8 532 -360.73 7072.58 5.1 Pass


L64x64x4.8 534 -360.73 3065.94 11.8 Pass


L64x64x4.8 536 -360.73 1703.41 21.2 Pass


L64x64x4.8 533 -443.93 4907.79 9.0 Pass


L64x64x4.8 535 -277.20 2973.54 9.3 Pass


L64x64x4.8 537 -231.59 1853.83 12.5 Pass


L64x64x4.8 556 -219.39 1223.96 17.9 Pass


L51x51x4.8 593 -53.92 6465.34 0.8 Pass

Redund Hip 2 L51x51x4.8 594 -23.16 1649.41 1.4 Pass


ESTADO ACTUAL

Page 44 of 45



Date 06:35:38 01/08/11




Section No.

Elevation m

Component Type


P kg

SF*Pallow kg

% Capacity

Pass Fail

Bracing Redund Hip 3

Bracing L51x51x4.8 596 -8.99 733.07 1.2 Pass


L51x51x4.8 598 -6.16 412.35 1.5 Pass

Redund Hip Diagonal Bracing

L64x64x4.8 541 -82.24 2831.98 2.9 Pass

Inner Bracing L51x51x4.8 495 -25.11 104.47 24.0 Pass T12 10 - 0 Leg 2L102x102x9.5 616 -24716.16 68773.43 35.9

36.0 (b) Pass

Diagonal L76x76x6.4 645 -5642.28 14206.96 39.7 72.4 (b)

Pass

Top Girt L102x102x6.4 520 -224.20 14585.88 1.5 2.9 (b)

Pass


L64x64x4.8 646 -372.26 13127.61 2.8 Pass


L64x64x4.8 647 -372.26 7072.58 5.3 Pass


L64x64x4.8 649 -372.26 3065.94 12.1 Pass


L64x64x4.8 651 -372.26 1703.41 21.9 Pass


L64x64x4.8 648 -551.48 3634.59 15.2 Pass


L64x64x4.8 650 -312.27 2538.95 12.3 Pass


L64x64x4.8 669 -246.14 1761.14 14.0 Pass


L64x64x4.8 653 -219.34 1229.73 17.8 Pass


L64x64x4.8 714 -33.24 10498.83 0.3 Pass


L64x64x4.8 715 -24.17 3284.32 0.7 Pass


L64x64x4.8 717 -24.44 1459.69 1.7 Pass


L64x64x4.8 719 -16.65 821.08 2.0 Pass


L76x76x6.4 686 -28.22 1774.06 1.6 Pass

Summary Leg (T3) 99.4 Pass Diagonal

(T12) 72.4 Pass

Horizontal (T7)

5.6 Pass

Top Girt (T11)

49.9 Pass

Redund Horz 1 Bracing (T10)

28.6 Pass


5.3 Pass


12.1 Pass

Redund 21.9 Pass


ESTADO ACTUAL

Page 45 of 45



Date 06:35:38 01/08/11




Section No.

Elevation m

Component Type


P kg

SF*Pallow kg

% Capacity

Pass Fail

Horz 4 Bracing (T12)

Redund Diag 1 Bracing (T10)

25.1 Pass


12.3 Pass


14.0 Pass


17.9 Pass


(T10)

1.0 Pass


(T11)

1.4 Pass


(T12)

1.7 Pass


(T12)

2.0 Pass

Redund Hip Diagonal Bracing (T11)

2.9 Pass

Inner Bracing (T11)

24.0 Pass

Bolt Checks 72.4 Pass RATING = 99.4 Pass

Program Version 5.3.1.0 - 1/16/2009 File:C:/Proyectos 2010/Instatel Evaluaciones Estructural/07 La Popa TCSV 60 m/Risa Tower TCSV 60m ACTUAL/TCSV 60 M LA POPA Actual.eri

CIMENTACION

ESTACION: LA POPA

TORRE CUADRADA DE 60 M SECCION VARIABLE

Enero 26 de 2011

MEMORIA EVALUACION ESTRUCTURAL CIMENTACION

ESTACION: LA POPA

MINICIPIO: CARTAGENA - BOLIVAR SITIO: CERRO LA POPA

TORRE CUADRADA DE 60 M SECCION VARIABLE

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

Enero 26 de 2011

1.0 INTRODUCCION

1.1 OBJETO

El objeto de este documento es la realización dela evaluacion estructural de la cimentación de la torre metálica cuadrada autosoportada sección variable de 60 metros de altura (Se evalua la cimentación con la pata mas alta que es mas desfavorable y es la altura de la torre). Que funciona de soporte de antenas panel VHF y antena parabolica, según los cálculos realizados para la torre cuadrada, y las reacciones en los nudos de los soportes de la torre, que son las cargas vivas con las cuales se evalua la cimentación, y son anexos a este documento. La torre se localiza en el municipio de CARTAGENA - BOLIVAR. Y esta construida y en zona de ladera, y dadas las condiciones de cargas y de suelo de fundación, una cimentación tipo PILA única de soporte de las cuatro patas de la torre, en concreto reforzado y se chequea que cumpla adecuadamente tanto los requisitos de capacidad portante, como de estabilidad al vuelco y arrancamiento, generado por las cargas horizontales impuestas. Para efectos del adecuado dimensionamiento y verificación de la cimentación se han tenido en cuenta las cargas provenientes de la superestructura; y las recomendaciones y parámetros incluidos en el estudio de suelos realizado para la obra por: SUELOS & CIMIENTOS, que es anexo complementario en este documento.

2.0 CODIGOS Y NORMAS APLICABLES

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

3.0 MATERIALES ESTRUCTURALES

Para la construccion de la cimentación se ha tenido en consideración que

se utilizo los siguientes materiales: 1- Concreto la pila y vigas de amarre, con una resistencia a la compresión

a 28 días, f´c = 210 kg/cm2, 3000 psi. 2- Acero de refuerzo Grado 60, con punto de fluencia fy = 4200 kg/cm2,

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

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

34.200 psi, para varillas con diámetros 1/4” y 3/8” 4- Materiales granulares para relleno de cimentación. En general, debe

obtenerse una compactación mayor o igual al 90% del Proctor Modificado.

4.0 CONCLUSIONES Y RECOMENDACIONES

De los análisis y diseños anteriores pueden extraerse las siguientes conclusiones y recomendaciones:

4.1 PILA

1 – La cimentación tipo Pila, su dado superior tiene la misma dimensión del fuste de la pila por lo tanto sus dimensiones en planta deberán cubren un área para el dado de 1.15 x 1.15 metros en cada dirección principal, y el fuste con un diámetro de 1.15 m y su profundidad deberá ser por lo menos 8.00 metros bajo la cota +0.00 de la superficie de nivelación del terreno.

2 – La altura del dado de base soporte de la torre, sobresale del nivel + 0.00 m del terreno 20 cms

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

Realizados los chequeos de la cimentación con las cargas impuestas de la estructura la cimentación no necesita reforzamiento

ANEXOS:

Memorias de Calculo Plano Cimentación

TOWER

FOUNDATIONS

Cliente: RTVC - TELEFONICA TELECOMEstructura: TORRE CUADRADA SECCION VARIABLE DE 60 M

ESTACION BASE: LA POPA ESTADO ACTUALMunicipio: CARTAGENA - BOLIVARSitio: CERRO LA POPA

Diseño: Ing. Jaime Gutierrez C Fecha: Enero 26 de 2011

P

LD V

E Nivel terreno HD Dado

DISEÑO CIMENTACION PILA

LC H K=1- sen φ

Fuste f

HC CP Campana

B

PARAMETROS DEL CAISSONPROFUNDIDAD FRICCION PUNTA

SUELO CL CL

ANGULO DE FRICCION INTERNA DEL SUELO 1° 1° O

K 0,982547 0,982547

TOWER

FOUNDATIONS





PARAMETROS DE DISEÑO

ESFUERZO ADMISIBLE DEL TERRENO Qadm 2,72 kPa

COHESION Cu 1,5 kPa

PESO UNITARIO DEL CONCRETO γc 24 kN/m³

PESO UNITARIO DEL SUELO γs 16 kN/m³

ESFUERZO DE FLUENCIA DEL ACERO Fy 420 Mpa

RESISTENCIA DEL CONCRETO f`c 21 Mpa

MODULO DE ELASTICIDAD DEL CONCRETO Ec 18500 Mpa

CARGAS DE TRABAJO

HIPOTESIS 1 2

ARRANQUE 0,00 346,93 kN

COMPRESION 260,81 0,00 kN

CARGA LONGITUDINAL 40,91 52,56 kN

CARGA TRANSVERSAL 40,75 52,91 kN

MOMENTO LONGITUDINAL 0,00 0,00 kN.m

MOMENTO TRANSVERSAL 0,00 0,00 kN.m

VIGAS DE ENLACE N

MOMENTO FINAL LONGITUDINAL Y TRANSVERSAL 3970,54 3970,54 kN.m

CARGAS DE DISEÑO

HIPOTESIS 1 2








TOWER

FOUNDATIONS





ANALISIS DE ESTABILIDAD

ALTURA DEL CIMIENTO SOBRE EL SUELO E 0,20 m

LADO MAYOR DE LA CAMPANA B 3,60 m

LADO DEL FUSTE b 1,15 m

PROFUNDIDAD DE LA CIMENTACION H 8,00 m

LADO DEL DADO LD 1,15 m

PROFUNDIDAD DEL DADO HD 1,00 m

PROFUNDIDAD DE CAMPANA HC 1,00 m

PEDESTAL DE CAMPANA CP 0,50 m

RECUBRIMIENTO DEL ACERO REC 0,10 m

INERCIA DE LA SECCION I 4,471 m4

ANALISIS DE CIMENTACIONVOLUMEN DADO Vd 1,32

VOLUMEN DEL FUSTE Vf 7,48

VOLUMEN PEDESTAL CAMPANA Vpc 5,09

VOLUMEN CONO Vvc 2,80

VOLUMEN DE CONCRETO Vc 16,7 m³

VOLUMEN DE EXCAVACION Vexc 15,39 m³

PESO DE LA CIMENTACION Wp 2138,0 kN

CARGAS AXIALESRELACION PROFUNDIDAD DIAMETRO D/B 2,22

FACTOR DE CAPACIDAD A COMPRESION Nc 5,74

AREA DE LA BASE Ab 12,96 m²

RESISTENCIA ULTIMA POR PUNTA Qb 109,35 kN

FACTOR DE ADHESION a 0,30

AREA PERIMETRAL Ap 28,80 m²

RESISTENCIA ULTIMA POR FRICCION Qs 12,70 kN

RESISTENCIA ULTIMA TOTAL A COMPRESION Qp 122,05 kN

FACTOR DE SEGURIDAD A COMPRESION FS 2,49

RESISTENCIA ULTIMA TOTAL A ARRANCAMIENTO Qu 2138,02 kN

FACTOR DE SEGURIDAD A ARRANCAMIENTO FS 2,05

MOMENTO DE VUELCO Mv 3580,45 kN

MOMENTO RESISTENTE Mr 5541,70 kN

FACTOR DE SEGURIDAD A VOLCAMIENTO FS 1,55

TOWER

FOUNDATIONS





CARGAS HORIZONTALES

CARGA LONGITUDINAL SL 40,91 kN

CARGA TRANSVERSAL ST 40,75 kN

CARGA HORIZONTAL RESULTANTE SR 57,74 kN

CARGA HORIZONTAL RESULTANTE ULTIMA SRU 101,05 kN

MODULO DE REACCION Ks 240,00 kN/m³

FACTOR DE RIGIDEZ R 4,50 m

RELACION PROFUNDIDAD - RIGIDEZ D/R 1,78RELACION PROFUNDIDAD RIGIDEZ D/R 1,78

PILASTRA RIGIDA

PROFUNDIDAD SIN REACCION DEL SUELO H 2,00 m

MOMENTO MAXIMO Mmax 2485,81 kN.m

G 4,10 m

PROFUNDIDAD MINIMA DE LA PILASTRA Dmin 4,50 m

CIMENTACION RIGIDA

MAXIMA CARGA HORIZONTAL SRMAX 263,97 kN

FACTOR DE SEGURIDAD FS 1,67

DESPLAZAMIENTO LATERAL

CRITERIO DE RIGIDEZ b = 0.707/R b 0,16 m-1

PILASTRA RIGIDA

DESPLAZAMIENTO LATERAL d 0,001 m

DISEÑO CONCRETO REFORZADO




CARGA MAXIMA DE ARRANQUE Qu 485,70 kN


LOCALIZACION PUNTO MAXIMO DE MOMENTO F 0,12 m


TOWER

FOUNDATIONS





REFUERZO LONGITUDINAL FUSTE

DIAMETRO DE LAS VARILLAS No 8,00

Φ 2,54 cm

AREA Asi 5,07 cm2

CANTIDAD 28,00

AREA DE LA SECCION As 141,88 cm2

CUANTIA ρ 0,0107

RADIO DEL REFUERZO r 1,039 m

INERCIA DE LA SECCION Ixx 14575052 cm4

MODULO DE LA SECCION Sxx 2484000 cm3

ESFUERZO MAXIMO SOBRE EL REFUERZO/FLEXION Ff 1324,20 Mpa

ESFUERZO MAXIMO SOBRE EL REFUERZO/TENSION Ft 39,73 Mpa

ESFUERZO MAXIMO SOBRE EL REFUERZO/TOTAL F 1363,92 Mpa

ESFUERZO ULTIMO < 0.9 Fy si

REFUERZO LONGITUDINAL DEL DADO


Φ 2,54 cm

AREA Asi 5,07 cm2

CANTIDAD 48,00


CUANTIA ρ 0,0184

TOWER

FOUNDATIONS





1,15

0,20 Dado 1,20

GEOMETRIA DE LA PILA

1,158,00

Fuste

1,00 Campana 0,50

3,60

HIPOTESIS 2

ESTADO REFORZADO

ESTACION : LA POPA

Enero 25 de 2011

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



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


C:\Documents and Settings\THOSHIBA\Escritorio\Proyectos 2010\Instatel Evaluaciones Estructural\07 La Popa TCSV 60 m\Risa Tower La Popa Hipotesis 2\TCSV 60 M LA POPA Hipotesis 2.eri

Dwg No. E-1

66.0 m

61.0 m

60.0 m

54.4 m

50.2 m

46.0 m

44.0 m

39.0 m

37.0 m

29.5 m

23.5 m

17.5 m

10.0 m

0.0 m

REACTIONS - 120 kph WINDTORQUE 640 kg-m

17294 kgSHEAR

522023 kg-mMOMENT

18762 kgAXIAL

SHEAR: 9604 kgUPLIFT: -37206 kgDOWN: 46491 kg

MAX. CORNER REACTIONS AT BASE:

T1T2

T3T4

T5T6

T7T8

T9T1

0T1

1T1

2T1

3

L64x

64x6

L102

x102

x6L1

02x1

02x8

AL1

02x1

02x8

2L10

2x10

2x9.

5A

572-

50L5

1x51

x4.8

BL6

4x64

x4.8

L76x

76x6

.4L1

02x1

02x6

.4L7

6x76

x6.4

A57

2-50

L51x

51x4

.8L5

1x51

x6.4

L102

x102

x6.4

L64x

64x4

.8N

.A.

L76x

76x6

.4L1

02x1

02x6

.4N

.A.

CN

.A.

L51x

51x4

.8D

L51x

51x4

.8L7

6x76

x6.4

N.A

.N

.A.

L38x

38x3

.2L6

4x64

x4.8

N.A

.L3

8x38

x3.2

L51x

51x3

.2L6

4x64

x4.8

N.A

.L4

4x44

x3.2

L51x

51x4

.8L6

4x64

x4.8

L51x

51x3

.2E

L51x

51x3

.2N

.A.

L51x

51x3

.2N

.A.

L51x

51x6

.4L5

1x51

x4.8

N.A

.

381.

511

8.8

488.

544

5.5

506.

036

5.2

739.

051

4.2

1922

.819

04.8

2088

.337

81.5

4179

.0

0.6

1.33

2.14

3.45

4.54

235.

6346

75

@ 1

F10

@ 1

.42

@ 1

4 @

1.2

52

@ 1

4 @

1.8

754

@ 3

1 @

7.5

1 @

10

Sec

tion

Leg

s L

eg G

rade

Dia

gona

ls D

iago

nal G

rade

Top

Girt

s H

oriz

onta

ls R

ed. H

oriz

onta

ls R

ed. D

iago

nals

Red

. Hip

s I

nner

Bra

cing

Fac

e W

idth

(m)

8.82

05 #

Pan

els

@ (m

) W

eigh

t (kg

)17

435.

0

RYMSA AT15-250 PANEL 66 - 65RYMSA AT15-250 PANEL 66 - 65RYMSA AT15-250 PANEL 66 - 65RYMSA AT15-250 PANEL 66 - 65RYMSA AT15-250 PANEL 65 - 64RYMSA AT15-250 PANEL 65 - 64RYMSA AT15-250 PANEL 65 - 64RYMSA AT15-250 PANEL 65 - 64RYMSA AT15-250 PANEL 64 - 63RYMSA AT15-250 PANEL 63 - 62ANTENA PANEL UHF 0.48x0.983 60ANTENA PANEL UHF 0.48x0.983 60ANTENA PANEL UHF 0.48x0.983 60ANTENA PANEL UHF 0.48x0.983 60ANTENA VHF BAND III 4 DIPO AT13-240



58 - 55.2ANTENA HARRIS DELTAWIND 50 - 47ANTENA HARRIS DELTAWIND 50 - 47ANTENA HARRIS DELTAWIND 50 - 47ANTENA HARRIS DELTAWIND 50 - 47ANTENA PANEL FM KATHREIN 43 - 41.3ANTENA PANEL FM KATHREIN 43 - 41.3ANTENA PANEL FM KATHREIN 43 - 41.3ANTENA PANEL FM KATHREIN 43 - 41.3ANTENA PANEL FM KATHREIN 40.7 - 39ANTENA PANEL FM KATHREIN 40.7 - 398 FT DISH 288 FT DISH 24Andrew 2' w/Radome 20.5DESIGNED APPURTENANCE LOADINGTYPE TYPEELEVATION ELEVATION

RYMSA AT15-250 PANEL 66 - 65RYMSA AT15-250 PANEL 66 - 65RYMSA AT15-250 PANEL 66 - 65RYMSA AT15-250 PANEL 66 - 65RYMSA AT15-250 PANEL 65 - 64RYMSA AT15-250 PANEL 65 - 64RYMSA AT15-250 PANEL 65 - 64RYMSA AT15-250 PANEL 65 - 64RYMSA AT15-250 PANEL 64 - 63RYMSA AT15-250 PANEL 63 - 62ANTENA PANEL UHF 0.48x0.983 60ANTENA PANEL UHF 0.48x0.983 60ANTENA PANEL UHF 0.48x0.983 60ANTENA PANEL UHF 0.48x0.983 60ANTENA VHF BAND III 4 DIPO AT13-240

58 - 55.2


58 - 55.2


58 - 55.2

ANTENA HARRIS DELTAWIND 50 - 47ANTENA HARRIS DELTAWIND 50 - 47ANTENA HARRIS DELTAWIND 50 - 47ANTENA HARRIS DELTAWIND 50 - 47ANTENA PANEL FM KATHREIN 43 - 41.3ANTENA PANEL FM KATHREIN 43 - 41.3ANTENA PANEL FM KATHREIN 43 - 41.3ANTENA PANEL FM KATHREIN 43 - 41.3ANTENA PANEL FM KATHREIN 40.7 - 39ANTENA PANEL FM KATHREIN 40.7 - 398 FT DISH 288 FT DISH 24Andrew 2' w/Radome 20.5

SYMBOL LISTMARK MARKSIZE SIZE

A L76x76x6B L76x76x6.4C L51x51x4.8

D L51x51x6.4E N.A.F 2 @ 0.5

MATERIAL STRENGTHGRADE GRADEFy FyFu Fu

A572-50 345 MPa 448 MPa

TOWER DESIGN NOTES1. Tower designed for a 120 kph basic wind in accordance with the TIA/EIA-222-F Standard.2. Deflections are based upon a 60 kph wind.3. Weld together tower sections have flange connections.4. Connections use galvanized A394 bolts, nuts and locking devices. Installation per

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

A153 Standards.6. Welds are fabricated with AWS E60XX/E70XX electrodes.7. All welded joints and connection flanges cerfitied for integrity an quality per AWS D1:18. RF antennas feeders shall be 1-5/8" and installed 58 feeders per side9. MW dishes feeders shall be 1/2" and installed 8 feeders per side10. TOWER RATING: 96.8%



CONCLUSIONES Y RESULTADOS

HIPOTESIS 2 En esta hipótesis se analizara la torre considerando todas las antenas y equipos existentes e instalados en ella, se debe montar una sección nueva de torre en la punta de la torre de 6 metros, con el fin de montar 10 antenas con una distribución (2-4.2-2) (2 cara A, 4 cara B, 2 Cara C y 2 Cara D) banda UHF digital. (futuro)

ESTADO DE LA ESTRUCTURA

PINTURA

La pintura de estructura de la torre desde el nivel +0.00 al nivel +26.40 se encuentra en buen estado, a partir del nivel + 26.40 al nivel 60.00 m la pintura presenta en un 60% niveles de oxidación.

Esta oxidación hay que retirar y verificar que los elementos limpiados no tengan corrosión y hayan atacado el material por eliminar la protección de galvanizado.

Después de la verificación todos los elementos que tengan corrosión se deben reemplazar por el mismo tipo de elemento con la protección de su galvanizado en caliente.

ES IMPORTANTE Y URGENTE REALIZAR ESTE MANTENIMIENTO Y VERIFICACION DE CORROSION DE LOS ELEMENTOS YA QUE UN ELEMENTO CORROIDO ES UN PELIGRO YA QUE NO ESTA TRABAJANDO A SU CAPACIDAD ANALIZADA SINO A UN 50% O MENOS



TORQUEO

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

TORNILLERIA

Se encuentra dentro de los elementos completa

En la parte superior de la torre desde el nivel +44 al nivel + 60 m hay un porcentaje de 20% de tronillos que se encuentran con oxidación, se debe realizar la limpieza y verificación de corrosión del mismo.

EN CASO DE ENCONTRAR TORNILLOS CON CORROSION ESTOS SE DEBEN CAMBIAR INMEDIATAMENTE.

ESTE MANTENIMIENTO ES URGENTE DE REALIZAR

ESCALERA DE ACCESO

Se encuentra escalera de acceso con Línea de Vida.

LA ESCALERA DE ACCESO SE ENCUENTRA LA VARILLA EN LA GRAN PARTE DE LA TORRE CON CORROSION Y EL RESTANTE CON OXIDACION.

ES URGENTE EL REEMPLAZO DE LA ESCALERA DE ACCESO, YA QUE ESTO REPRESENTA UN PELIGRO PARA EL PERSONAL DE MANTENIMIENTO.

PLATAFORMAS DE DESCANSO

Las plataformas de descanso instaladas se encuentran con los problemas de oxidación de los elementos se deben realizar la limpieza y mantenimiento según lo so citado para la pintura de la estructura

LUCES DE OBSTRUCCION

Las Luces de obstrucción y balizaje se encuentran bien y funcionando.

ESTADO ACTUAL DE LA TORRE

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



Para la velocidad de viento solicitada que es a 120 kph la estructura NO está cumpliendo con los parámetros solicitados. ES NECESARIO REFORZAR

El reforzamiento se debe a las cargas adicionales que se le van a instalar en el futuro según la HIPOTESIS 2

HIPOTESIS 2 REFORZAMIENTO

MONTANTES

El montante del nivel +39.00 m a +44.00 m se le adiciona un ángulo de 102x102x7.9 y se conectara entre montantes con 8 tornillos de ¾” a corte doble

El montante del nivel +46.00 m a +50.20 m se le adiciona un ángulo de

102x102x7.9 y se conectara entre montantes con 8 tornillos de ¾” a corte doble

El montante del nivel +50.20 m a +54.40 m se le adiciona un ángulo de

102x102x6.4 y se conectara entre montantes con 8 tornillos de ¾” a corte doble

HORIZONTALES

La Horizontal del nivel + 44.00 m se retira la existente y se reemplaza por un ángulo de 51x51x6.4

PESO DEL REFUERZO

PESO DE LA EXTENCION DE 6.00 M = 1135 kg

EL PESO TOTAL DEL REFUERZO = 1254 Kg

DEFLEXION DE LA TORRE

Luego de análisis de la torre en el estado actual y teniendo en cuenta la velocidad de viento de operación de 60 kph La estructura está trabajando perfectamente dentro de los parámetros de desplazamiento.

OK CUMPLE BIEN



CIMENTACION

La cimentación según los cálculos realizados, están cumpliendo con los requerimientos, cualquier carga adicional que se le imponga a la torre se debe realizar un nuevo análisis para verificar su estado ya que se puede exceder.

No necesita Reforzamiento

Se anexa la memoria y el plano de ubicación

ANEXO SE PRESENTA:

ISOMETRICO TORRE HIPOTESIS 2

SILUETA HIPOTESIS 2 ESTADO REFORZADO

DEFORMADA HIPOTESIS 2

CALCULO DE PLACA BASE Y PERNOS ANCLAJE HIPOTESIS 2

CALCULO ESTRUCTURAL HIPOTESIS 2

CALCULO DE CIMENTACION

PLANO DE UBICACION



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


C:\Documents and Settings\THOSHIBA\Escritorio\Proyectos 2010\Instatel Evaluaciones Estructural\07 La Popa TCSV 60 m\Risa Tower La Popa Hipotesis 2\TCSV 60 M LA POPA Hipotesis 2.eri

Dwg No. E-5

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

0

0

50

50

100

100

150

150

Deflection (mm)66.000

61.00060.000

54.400

50.200

46.000

44.000

39.000

37.000

29.500

23.500

17.500

10.000

0.000

Elev

atio

n (m

)

0

0

0.5

0.5

Tilt (deg)0

0

0.05

0.05

0.1

0.1

Twist (deg)66.000

61.00060.000

54.400

50.200

46.000

44.000

39.000

37.000

29.500

23.500

17.500

10.000

0.000

Project: TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 MJob: ESTUDIO ESTRUCTURAL - ESTACION LA POPA HIPOTESIS 2Client: RTVC - RADIO TELEVISION NACIONAL DE COLOMBIALC:4 Dead+Wind 90 deg - No IceMax. Disp.412.84 mm @ 66.000 mScaling 20

Calculo: Ing. Jaime Gutierrez C:Fecha: Enero 25 de 2011 ESTACION: LA POPA

HIPOTESIS 2ESTRUCTURA: TORRE CUADRADA 60 m SECCION VARIABLE

CARGAS ACTUANTESTension Maxima T (ton) 46,491Comprexion Maxima C (ton) -37,206Fuerza Longitudinal en X Hx (ton) -5,509 6,782Fuerza Transversal en Y Hy (ton) 5,473 6,799

CALCULO DE PLACA - BASE

PLACA BASE B C t Dp m No pernos

cm. cm. cm cm cm. Bp Cp un45 45 3,8 6,0 16,0 60 60 4,0

C

P

Dimension pedestal (cm)

B m n

t

p

D Dp

Area Placa Colocada Ac 2.025 cm2

Acero A-36 Fy= 2.530 Kg /cm² Concreto. f'c= 210 Kg / cm²Distancia n 11,0 cmArea Requerida placa base Ar 380 cm2

Apoyo contacto pedestal Fp 98,000 Kg / cm²Presion de Apoyo pp 18,373 kg / cm²

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

Espesor Placa Base C t 2,01 cm

Esfuerzo de Flexion por Arranque Fb¨

Distancia al perno Dp 6 cmFuerza en el Perno Pt 11 62 TonFuerza en el Perno Pt 11,62 TonMomento de Flexion Mf 69,7 Ton - cm

Espesor de la Placa Base Arr t 3,26 cm

Espesor Minimo Placa Base t 3,26 cm

Lado de la placa Base B 450 mmEspesor de la Placa Base t 38 mm OK CUMPLE

Calculo: Ing. Jaime Gutierrez C:Fecha: Enero 25 de 2011

ESTACION: LA POPAS C O O

HIPOTESIS 2ESTRUCTURA:

DISEÑO DE PERNOS DE ANCLAJE

TORRE CUADRADA 60 m SECCION VARIABLE

Diametro de los Pernos dp 1,00 plgdp 2,54 cm

Material de los PernosCantidad de Pernos 4 unArea Total de Pernos Atp 20,27 cm²

SAE 1020 CALIBRADO

Factor de Rosca 0,85Numero de Hilos por Pulgada hp 8Area Efectiva de Pernos Ap 15,63 cm²

Cargas de TrabajoFuerza de Arranque T 46,49 tonFuerza de Cortante Vux 6,78 tonFuerza de Cortante Vuy 6,80 tonFuerza de Cortante Vu 9,60 ton

Esfuerzo de Fluencia Fy 4,20 ton/cm²Resistencia a la Tension Ft 3,36 ton/cm²Resistencia al Corte Fv 2,24 ton/cm²Area Efectiva de cada Perno Ae 3,91 cm²,Area Total por Perno Ap 5,07 cm²Area Requerida por Arranque At 13,8 cm²Area Requerida Arranque Diseño Atm 20,7 cm²Numero de Pernos Minimo Np 6 un

Pernos a Colocar 4 unDiametro del Perno 25 mmDiametro del Perno 25 mm

Area Neta de Pernos Anp 15,63 cm²

AREA DE PERNOS > AREA REQUERIDA FALSO


HIPOTESIS 2

Page 1 of 48


Project TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M

Date 13:08:41 01/26/11




Tower Input Data The main tower is a 4x free standing tower with an overall height of 66.000 m above the ground line. The base of the tower is set at an elevation of 0.000 m above the ground line. The face width of the tower is 0.600 m at the top and 8.820 m at the base. This tower is designed using the TIA/EIA-222-F standard. The following design criteria apply:

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

Specifications.. Tower members are ''hot dipped'' galvanized in accordance with ASTM A123 and ASTM A153 Standards.. Welds are fabricated with AWS E60XX/E70XX electrodes.. All welded joints and connection flanges cerfitied for integrity an quality per AWS D1:1. RF antennas feeders shall be 1-5/8'' and installed 58 feeders per side. MW dishes feeders shall be 1/2'' and installed 8 feeders per side. A non-linear (P-delta) analysis was used. Pressures are calculated at each section. Stress ratio used in tower member design is 1.333. Local bending stresses due to climbing loads, feedline supports, and appurtenance mounts are not considered.

Options

Consider Moments - Legs Distribute Leg Loads As Uniform Treat Feedline Bundles As Cylinder Consider Moments - Horizontals Assume Legs Pinned Use ASCE 10 X-Brace Ly Rules Consider Moments - Diagonals √ Assume Rigid Index Plate √ Calculate Redundant Bracing Forces Use Moment Magnification √ Use Clear Spans For Wind Area Ignore Redundant Members in FEA √ Use Code Stress Ratios √ Use Clear Spans For KL/r √ SR Leg Bolts Resist Compression √ Use Code Safety Factors - Guys √ Retension Guys To Initial Tension √ All Leg Panels Have Same Allowable Escalate Ice Bypass Mast Stability Checks Offset Girt At Foundation Always Use Max Kz √ Use Azimuth Dish Coefficients √ Consider Feedline Torque Use Special Wind Profile √ Project Wind Area of Appurt. √ Include Angle Block Shear Check √ Include Bolts In Member Capacity √ Autocalc Torque Arm Areas Poles √ Leg Bolts Are At Top Of Section SR Members Have Cut Ends Include Shear-Torsion Interaction √ Secondary Horizontal Braces Leg Sort Capacity Reports By Component Always Use Sub-Critical Flow Use Diamond Inner Bracing (4 Sided) √ Triangulate Diamond Inner Bracing Use Top Mounted Sockets Add IBC .6D+W Combination


HIPOTESIS 2

Page 2 of 48



Date 13:08:41 01/26/11




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 Geometry

Tower Section

Tower Elevation

m

Assembly Database

Description Section Width

m

Number of

Sections

Section Length

m

T1 66.000-61.000 0.600 1 5.000 T2 61.000-60.000 0.600 1 1.000 T3 60.000-54.400 1.330 1 5.600 T4 54.400-50.200 1.330 1 4.200 T5 50.200-46.000 1.330 1 4.200 T6 46.000-44.000 1.330 1 2.000 T7 44.000-39.000 2.140 1 5.000 T8 39.000-37.000 2.140 1 2.000 T9 37.000-29.500 3.450 1 7.500

T10 29.500-23.500 3.450 1 6.000 T11 23.500-17.500 4.542 1 6.000 T12 17.500-10.000 5.635 1 7.500 T13 10.000-0.000 7.000 1 10.000


Tower Section

Tower Elevation

m

Diagonal Spacing

m

Bracing Type

Has K Brace

End Panels

Has Horizontals

Top Girt Offset

mm

Bottom Girt Offset

mm

T1 66.000-61.000 1.000 X Brace No Yes 0 0 T2 61.000-60.000 0.500 Double K No Yes 0 0 T3 60.000-54.400 1.400 X Brace No Yes 0 0 T4 54.400-50.200 1.400 X Brace No Yes 0 0 T5 50.200-46.000 1.400 X Brace No Yes 0 0 T6 46.000-44.000 1.000 Double K No Yes 0 0


HIPOTESIS 2

Page 3 of 48



Date 13:08:41 01/26/11




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 44.000-39.000 1.250 Double K No Yes 0 0 T8 39.000-37.000 1.000 Double K No Yes 0 0 T9 37.000-29.500 1.875 Double K1 No Yes 0 0

T10 29.500-23.500 3.000 Double K1 No Yes 0 0 T11 23.500-17.500 3.000 Double K1 No Yes 0 0 T12 17.500-10.000 7.500 K4 Up No Yes 0 0 T13 10.000-0.000 10.000 K4 Down No Yes 0 0


Tower Elevation

m

Leg Type

Leg Size

Leg Grade

Diagonal Type

Diagonal Size

Diagonal Grade



















T10 29.500-23.500



T11 23.500-17.500



T12 17.500-10.000






Tower Elevation

m

Top Girt Type

Top Girt Size

Top Girt Grade

Bottom Girt Type

Bottom Girt Size

Bottom Girt Grade







T4 54.400-50.200 Single Angle L51x51x4.8 A572-50 Solid Round A570-50


HIPOTESIS 2

Page 4 of 48



Date 13:08:41 01/26/11




Tower Elevation

m

Top Girt Type

Top Girt Size

Top Girt Grade

Bottom Girt Type

Bottom Girt Size

Bottom Girt Grade

(345 MPa) (345 MPa) T5 50.200-46.000 Single Angle L51x51x4.8 A572-50










(345 MPa) T10



(345 MPa) T12





(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 29.500-23.500



T11 23.500-17.500



T12 17.500-10.000






Tower Elevation

m




Grade

Inner Bracing Type

Inner Bracing Size

Inner Bracing Grade




HIPOTESIS 2

Page 5 of 48



Date 13:08:41 01/26/11




Tower Elevation

m




Grade

Inner Bracing Type

Inner Bracing Size

Inner Bracing Grade









T10 29.500-23.500



T11 23.500-17.500



T12 17.500-10.000






Tower Elevation

m


Redundant Type

Redundant Size

K Factor

T9 37.000-29.500

A572-50 (345 MPa)


Hip (1)


L38x38x3.2 L38x38x3.2 L44x44x3.2

1 1 1

T10 29.500-23.500

A572-50 (345 MPa)


Hip (1)


L38x38x3.2 L51x51x3.2 L44x44x3.2

1 1 1

T11 23.500-17.500

A572-50 (345 MPa)


Hip (1) Hip Diagonal


L38x38x3.2 L51x51x3.2 L51x51x4.8 L64x64x4.8

1 1 1 1

T12 17.500-10.000

A572-50 (345 MPa)


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

Hip Diagonal

Single Angle

Single Angle

Single Angle


1 1 1 1

T13 10.000-0.000

A572-50 (345 MPa)


Hip (1)

Single Angle

Single Angle

Single Angle

L64x64x4.8 L64x64x4.8 L64x64x4.8 L64x64x4.8 L64x64x4.8 L64x64x4.8 L64x64x4.8 L64x64x4.8 L64x64x4.8

1 1 1


HIPOTESIS 2

Page 6 of 48



Date 13:08:41 01/26/11




Tower Elevation

m


Redundant Type

Redundant Size

K Factor

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

Hip Diagonal

L64x64x4.8 L64x64x4.8 L64x64x4.8 L76x76x6.4

1


Tower Elevation

m

Gusset Area

(per face)

m2

Gusset Thickness

mm

Gusset Grade Adjust. FactorAf

Adjust. Factor

Ar

Weight Mult.


Diagonals mm


Horizontals mm

T1 66.000-61.000

0.018 6 A36 (248 MPa)

1 1 1.25 0 0

T2 61.000-60.000

0.018 6 A36 (248 MPa)

1 1 1.25 0 0

T3 60.000-54.400

0.018 8 A36 (248 MPa)

1 1 1.25 0 0

T4 54.400-50.200

0.018 10 A36 (248 MPa)

1 1 1.25 0 0

T5 50.200-46.000

0.018 10 A36 (248 MPa)

1 1 1.25 0 0

T6 46.000-44.000

0.018 10 A36 (248 MPa)

1 1 1.25 0 0

T7 44.000-39.000

0.021 10 A36 (248 MPa)

1 1 1.25 0 0

T8 39.000-37.000

0.021 10 A36 (248 MPa)

1 1 1.25 0 0

T9 37.000-29.500

0.024 10 A36 (248 MPa)

1 1 1.25 0 0

T10 29.500-23.500

0.024 10 A36 (248 MPa)

1 1 1.25 0 0

T11 23.500-17.500

0.024 10 A36 (248 MPa)

1 1 1.25 0 0

T12 17.500-10.000

0.024 10 A36 (248 MPa)

1 1 1.25 0 0

T13 10.000-0.000

0.024 10 A36 (248 MPa)

1 1 1.25 0 0


K Factors1

Tower Elevation

m

Calc K

Single Angles

Calc K

Solid Rounds

Legs X Brace Diags

X Y

K Brace Diags

X Y

Single Diags

X Y

Girts

X Y

Horiz.

X Y

Sec. Horiz.

X Y

Inner Brace

X Y

T1 66.000-61.000

No No 1 1 1

1 1

1 1

1 1

1 1

1 1

1 1

T2 61.000-60.000

No No 1 1 1

1 1

1 1

1 1

1 1

1 1

1 1

T3 60.000-54.400

No No 1 1 1

1 1

1 1

1 1

1 1

1 1

1 1


HIPOTESIS 2

Page 7 of 48



Date 13:08:41 01/26/11




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

T4 54.400-50.200

No No 1 1 1

1 1

1 1

0.5 1

1 1

1 1

1 1

T5 50.200-46.000

No No 1 1 1

1 1

1 1

0.5 1

1 1

1 1

1 1

T6 46.000-44.000

No No 1 1 1

1 1

1 1

0.5 1

1 1

1 1

1 1

T7 44.000-39.000

No No 1 1 1

1 1

1 1

0.5 1

1 1

1 1

1 1

T8 39.000-37.000

No No 1 1 1

1 1

1 1

0.5 1

1 1

1 1

1 1

T9 37.000-29.500

No No 1 1 1

1 1

1 1

0.5 1

1 1

1 1

1 1

T10 29.500-23.500

No No 1 1 1

1 1

1 1

0.5 1

1 1

1 1

1 1

T11 23.500-17.500

No No 0.75 1 1

1 1

1 1

0.5 1

1 1

1 1

1 1

T12 17.500-10.000

No No 0.75 1 1

1 1

1 1

0.5 1

1 1

1 1

1 1

T13 10.000-0.000

No No 0.75 1 1

1 1

1 1

0.5 1

1 1

1 1

1 1

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


Tower 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 66.000-61.000

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

T2 61.000-60.000

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

T3 60.000-54.400

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

T4 54.400-50.200

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

T5 50.200-46.000

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

T6 46.000-44.000

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

T7 44.000-39.000

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

T8 39.000-37.000

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

T9 37.000-29.500

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

T10 29.500-23.500

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

T11 23.500-17.500

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


HIPOTESIS 2

Page 8 of 48



Date 13:08:41 01/26/11




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

T12 17.500-10.000

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

T13 10.000-0.000

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


Tower 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 66.000-61.000

Sleeve DS 16 A325N

8 16 A325N

2 16 A325N

2 16 A307

0 16 A325N

0 13 A307

1 16 A307

1

T2 61.000-60.000

Sleeve DS 16 A325N

8 16 A325N

2 16 A325N

2 16 A307

0 16 A325N

0 13 A307

1 16 A307

1

T3 60.000-54.400

Sleeve DS 16 A325N

8 16 A325N

2 16 A325N

2 16 A307

0 16 A325N

0 16 A307

2 16 A307

1

T4 54.400-50.200

Sleeve DS 19 A325N

12 16 A325N

2 16 A325N

2 16 A307

0 16 A325N

0 16 A307

2 16 A307

2

T5 50.200-46.000

Sleeve DS 19 A325N

12 16 A325N

2 16 A325N

2 16 A307

0 16 A325N

0 16 A307

2 16 A307

2

T6 46.000-44.000

Sleeve DS 19 A325N

12 16 A325N

2 16 A325N

2 16 A307

0 16 A325N

0 16 A307

2 16 A307

2

T7 44.000-39.000

Sleeve DS 19 A325N

12 16 A325N

2 16 A325N

2 16 A307

0 16 A325N

0 16 A307

2 16 A307

2

T8 39.000-37.000

Sleeve DS 19 A325N

12 16 A325N

2 16 A325N

2 16 A307

0 16 A325N

0 16 A307

2 16 A307

2

T9 37.000-29.500

Sleeve DS 19 A325N

12 16 A325N

3 16 A325N

2 16 A307

0 16 A325N

0 16 A307

2 16 A307

2

T10 29.500-23.500

Sleeve DS 19 A325N

16 16 A325N

2 16 A325N

2 16 A307

0 16 A325N

0 16 A307

2 16 A307

2

T11 23.500-17.500

Sleeve DS 19 A325N

16 16 A325N

2 16 A325N

2 16 A307

0 16 A325N

0 16 A307

2 16 A307

2

T12 17.500-10.000

Sleeve DS 19 A325N

12 16 A325N

2 16 A325N

2 16 A307

0 16 A325N

0 16 A307

2 16 A307

2

T13 10.000-0.000

Sleeve DS 19 A325N

12 16 A325N

2 16 A325N

2 16 A307

0 16 A325N

0 16 A307

2 16 A307

2

Discrete Tower Loads

Description Face or

Leg

Offset Type

Offsets: Horz

Lateral Vert

m m m

Azimuth Adjustment

°

Placement

m

CAAA Front

m2

CAAA Side

m2

Weight

kg


HIPOTESIS 2

Page 9 of 48



Date 13:08:41 01/26/11




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


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 58.000 - 55.200 No Ice 0.546 0.267 64.95


B From Face 0.000 0.000 0.000

0.0000 58.000 - 55.200 No Ice 0.546 0.267 64.95


C From Face 0.000 0.000 0.000

0.0000 58.000 - 55.200 No Ice 0.546 0.267 64.95


A From Face 0.000 0.000 0.000

0.0000 50.000 - 47.000 No Ice 0.524 0.323 56.97


B From Face 0.000 0.000 0.000

0.0000 50.000 - 47.000 No Ice 0.524 0.323 56.97


C From Face 0.000 0.000 0.000

0.0000 50.000 - 47.000 No Ice 0.524 0.323 56.97


D From Face 0.000 0.000 0.000

0.0000 50.000 - 47.000 No Ice 0.524 0.323 56.97


A From Face 0.000 0.000 0.000

0.0000 43.000 - 41.300 No Ice 0.378 0.205 84.19


B From Face 0.000 0.000 0.000

0.0000 43.000 - 41.300 No Ice 0.378 0.205 84.19


C From Face 0.000 0.000 0.000

0.0000 43.000 - 41.300 No Ice 0.378 0.205 84.19


D From Face 0.000 0.000 0.000

0.0000 43.000 - 41.300 No Ice 0.378 0.205 84.19


B From Face 0.000 0.000 0.000

0.0000 40.700 - 39.000 No Ice 0.378 0.205 84.19


C From Face 0.000 0.000 0.000

0.0000 40.700 - 39.000 No Ice 0.378 0.205 84.19

RYMSA AT15-250 PANEL A From Face 0.000 0.000 0.000

0.0000 66.000 - 65.000 No Ice 0.665 0.363 10.00

RYMSA AT15-250 PANEL A From Face 0.000 0.000 0.000

0.0000 65.000 - 64.000 No Ice 0.665 0.363 10.00


HIPOTESIS 2

Page 10 of 48



Date 13:08:41 01/26/11




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

RYMSA AT15-250 PANEL B From Face 0.000 0.000 0.000

0.0000 66.000 - 65.000 No Ice 0.665 0.363 10.00


0.0000 65.000 - 64.000 No Ice 0.665 0.363 10.00


0.0000 64.000 - 63.000 No Ice 0.665 0.363 10.00


0.0000 63.000 - 62.000 No Ice 0.665 0.363 10.00

RYMSA AT15-250 PANEL C From Face 0.000 0.000 0.000

0.0000 66.000 - 65.000 No Ice 0.665 0.363 10.00

RYMSA AT15-250 PANEL C From Face 0.000 0.000 0.000

0.0000 65.000 - 64.000 No Ice 0.665 0.363 10.00

RYMSA AT15-250 PANEL D From Face 0.000 0.000 0.000

0.0000 66.000 - 65.000 No Ice 0.665 0.363 10.00

RYMSA AT15-250 PANEL D From Face 0.000 0.000 0.000

0.0000 65.000 - 64.000 No Ice 0.665 0.363 10.00

Dishes

Description Face or

Leg

Dish Type

Offset Type

Offsets: Horz

LateralVert

m

Azimuth Adjustment

°

3 dB Beam Width

°

Elevation

m

Outside Diameter

m

Aperture Area

m2

Weight

kg 8 FT DISH C Paraboloid w/o

Radome From Leg

0.000 0.000 0.000

0.0000 28.000 2.438 No Ice 4.673 113.85

8 FT DISH D Paraboloid w/o Radome

From Leg

0.000 0.000 0.000

0.0000 24.000 2.438 No Ice 4.673 113.85

Andrew 2' w/Radome C Paraboloid w/Radome

From Face

0.000 0.000 0.000

0.0000 20.500 0.610 No Ice 0.292 31.75

Tower Pressures - No Ice

GH = 1.109


HIPOTESIS 2

Page 11 of 48



Date 13:08:41 01/26/11




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 66.000-61.000

63.500 1.693 0.00 3.182 A B C D

1.2101.2101.2101.210

0.0000.0000.0000.000

0.635 52.4852.4852.4852.48

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T2 61.000-60.000

60.500 1.67 0.00 1.004 A B C D

0.3730.3730.3730.373

0.0000.0000.0000.000

0.143 38.3238.3238.3238.32

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T3 60.000-54.400

57.200 1.643 0.00 7.652 A B C D

1.5411.5411.5411.541

0.0000.0000.0000.000

0.711 46.1646.1646.1646.16

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T4 54.400-50.200

52.300 1.602 0.00 5.822 A B C D

1.4821.4821.4821.482

0.0000.0000.0000.000

0.853 57.5857.5857.5857.58

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T5 50.200-46.000

48.100 1.564 0.00 5.826 A B C D

1.4771.4771.4771.477

0.0000.0000.0000.000

0.853 57.7657.7657.7657.76

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T6 46.000-44.000

45.000 1.534 0.00 3.558 A B C D

0.8710.8710.8710.871

0.0000.0000.0000.000

0.317 36.3936.3936.3936.39

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T7 44.000-39.000

41.500 1.499 0.00 10.986 A B C D

2.1482.1482.1482.148

0.0000.0000.0000.000

1.016 47.3147.3147.3147.31

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T8 39.000-37.000

38.000 1.462 0.00 5.710 A B C D

1.2271.2271.2271.227

0.0000.0000.0000.000

0.448 36.5136.5136.5136.51

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T9 37.000-29.500

33.250 1.407 0.00 26.303 A B C D

4.5654.5654.5654.565

0.0000.0000.0000.000

1.524 33.3833.3833.3833.38

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T10 29.500-23.500

26.500 1.319 0.00 24.326 A B C D

3.4583.4583.4583.458

0.0000.0000.0000.000

1.229 35.5535.5535.5535.55

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T11 23.500-17.500

20.500 1.226 0.00 30.880 A B C D

4.3853.9763.9763.567

0.0000.0000.0000.000

1.229 28.0330.9230.9234.46

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T12 17.500-10.000

13.750 1.093 0.00 47.816 A B C D

7.6867.3287.3286.969

0.0000.0000.0000.000

1.537 19.9920.9720.9722.05

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T13 10.000-0.000

5.000 1 0.00 79.685 A B C D

8.7088.3318.3317.955

0.0000.0000.0000.000

2.049 23.5324.5924.5925.75

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

Tower Pressure - Service

GH = 1.109


HIPOTESIS 2

Page 12 of 48



Date 13:08:41 01/26/11




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 66.000-61.000

63.500 1.693 0.00 3.182 A B C D

1.2101.2101.2101.210

0.0000.0000.0000.000

0.635 52.4852.4852.4852.48

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T2 61.000-60.000

60.500 1.67 0.00 1.004 A B C D

0.3730.3730.3730.373

0.0000.0000.0000.000

0.143 38.3238.3238.3238.32

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T3 60.000-54.400

57.200 1.643 0.00 7.652 A B C D

1.5411.5411.5411.541

0.0000.0000.0000.000

0.711 46.1646.1646.1646.16

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T4 54.400-50.200

52.300 1.602 0.00 5.822 A B C D

1.4821.4821.4821.482

0.0000.0000.0000.000

0.853 57.5857.5857.5857.58

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T5 50.200-46.000

48.100 1.564 0.00 5.826 A B C D

1.4771.4771.4771.477

0.0000.0000.0000.000

0.853 57.7657.7657.7657.76

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T6 46.000-44.000

45.000 1.534 0.00 3.558 A B C D

0.8710.8710.8710.871

0.0000.0000.0000.000

0.317 36.3936.3936.3936.39

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T7 44.000-39.000

41.500 1.499 0.00 10.986 A B C D

2.1482.1482.1482.148

0.0000.0000.0000.000

1.016 47.3147.3147.3147.31

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T8 39.000-37.000

38.000 1.462 0.00 5.710 A B C D

1.2271.2271.2271.227

0.0000.0000.0000.000

0.448 36.5136.5136.5136.51

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T9 37.000-29.500

33.250 1.407 0.00 26.303 A B C D

4.5654.5654.5654.565

0.0000.0000.0000.000

1.524 33.3833.3833.3833.38

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T10 29.500-23.500

26.500 1.319 0.00 24.326 A B C D

3.4583.4583.4583.458

0.0000.0000.0000.000

1.229 35.5535.5535.5535.55

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T11 23.500-17.500

20.500 1.226 0.00 30.880 A B C D

4.3853.9763.9763.567

0.0000.0000.0000.000

1.229 28.0330.9230.9234.46

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T12 17.500-10.000

13.750 1.093 0.00 47.816 A B C D

7.6867.3287.3286.969

0.0000.0000.0000.000

1.537 19.9920.9720.9722.05

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

T13 10.000-0.000

5.000 1 0.00 79.685 A B C D

8.7088.3318.3317.955

0.0000.0000.0000.000

2.049 23.5324.5924.5925.75

0.000 0.000 0.000 0.000

0.0000.0000.0000.000

Tower Forces - No Ice - Wind Normal To Face


HIPOTESIS 2

Page 13 of 48



Date 13:08:41 01/26/11




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 66.000-61.000

3.62 377.84 A B C D

0.38 0.38 0.38 0.38

2.3352.3352.3352.335

0.6440.6440.6440.644

1111

1111

1.2101.2101.2101.210

405.30 81.06 D

T2 61.000-60.000

3.62 115.20 A B C D

0.372 0.372 0.372 0.372

2.362.362.362.36

0.640.640.640.64

1111

1111

0.3730.3730.3730.373

124.55 124.55 D

T3 60.000-54.400

4.46 484.01 A B C D

0.201 0.201 0.201 0.201

2.9742.9742.9742.974

0.5910.5910.5910.591

1111

1111

1.5411.5411.5411.541

638.11 113.95 D

T4 54.400-50.200

5.37 440.13 A B C D

0.255 0.255 0.255 0.255

2.7572.7572.7572.757

0.6030.6030.6030.603

1111

1111

1.4821.4821.4821.482

554.68 132.07 D

T5 50.200-46.000

5.37 500.58 A B C D

0.254 0.254 0.254 0.254

2.7612.7612.7612.761

0.6030.6030.6030.603

1111

1111

1.4771.4771.4771.477

540.59 128.71 D

T6 46.000-44.000

5.37 359.86 A B C D

0.245 0.245 0.245 0.245

2.7952.7952.7952.795

0.6010.6010.6010.601

1111

1111

0.8710.8710.8710.871

316.63 158.32 D

T7 44.000-39.000

6.26 732.77 A B C D

0.195 0.195 0.195 0.195

2.9992.9992.9992.999

0.5890.5890.5890.589

1111

1111

2.1482.1482.1482.148

818.41 163.68 D

T8 39.000-37.000

6.26 507.92 A B C D

0.215 0.215 0.215 0.215

2.9172.9172.9172.917

0.5940.5940.5940.594

1111

1111

1.2271.2271.2271.227

443.31 221.66 D

T9 37.000-29.500

7.16 1915.69 A B C D

0.174 0.174 0.174 0.174

3.0963.0963.0963.096

0.5850.5850.5850.585

1111

1111

4.5654.5654.5654.565

1685.85 224.78 D

T10 29.500-23.500

7.16 1897.65 A B C D

0.142 0.142 0.142 0.142

3.2423.2423.2423.242

0.580.580.580.58

1111

1111

3.4583.4583.4583.458

1253.00 208.83 D

T11 23.500-17.500

7.16 2081.11 A B C D

0.142 0.129 0.129 0.116

3.2433.3073.3073.372

0.580.5780.5780.577

1111

1111

4.3853.9763.9763.567

1476.90 246.15 A

T12 17.500-10.000

7.16 3774.32 A B C D

0.161 0.153 0.153 0.146

3.1553.193.19

3.225

0.5830.5820.5820.581

1111

1111

7.6867.3287.3286.969

2247.07 299.61 A

T13 10.000-0.000

7.16 4171.84 A B C D

0.109 0.105 0.105

0.1

3.4033.4273.4273.451

0.5760.5760.5760.575

1111

1111

8.7088.3318.3317.955

2511.23 251.12 A


13015.62

Tower Forces - No Ice - Wind 45 To Face


HIPOTESIS 2

Page 14 of 48



Date 13:08:41 01/26/11




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 66.000-61.000

3.62 377.84 A B C D

0.38 0.38 0.38 0.38

2.3352.3352.3352.335

0.6440.6440.6440.644

1.21.21.21.2

1.21.21.21.2

1.4521.4521.4521.452

486.36 97.27 D

T2 61.000-60.000

3.62 115.20 A B C D

0.372 0.372 0.372 0.372

2.362.362.362.36

0.640.640.640.64

1.21.21.21.2

1.21.21.21.2

0.4480.4480.4480.448

149.46 149.46 D

T3 60.000-54.400

4.46 484.01 A B C D

0.201 0.201 0.201 0.201

2.9742.9742.9742.974

0.5910.5910.5910.591

1.1511.1511.1511.151

1.1511.1511.1511.151

1.7741.7741.7741.774

734.49 131.16 D

T4 54.400-50.200

5.37 440.13 A B C D

0.255 0.255 0.255 0.255

2.7572.7572.7572.757

0.6030.6030.6030.603

1.1911.1911.1911.191

1.1911.1911.1911.191

1.7651.7651.7651.765

660.59 157.28 D

T5 50.200-46.000

5.37 500.58 A B C D

0.254 0.254 0.254 0.254

2.7612.7612.7612.761

0.6030.6030.6030.603

1.191.191.191.19

1.191.191.191.19

1.7581.7581.7581.758

643.41 153.19 D

T6 46.000-44.000

5.37 359.86 A B C D

0.245 0.245 0.245 0.245

2.7952.7952.7952.795

0.6010.6010.6010.601

1.1841.1841.1841.184

1.1841.1841.1841.184

1.0311.0311.0311.031

374.77 187.39 D

T7 44.000-39.000

6.26 732.77 A B C D

0.195 0.195 0.195 0.195

2.9992.9992.9992.999

0.5890.5890.5890.589

1.1471.1471.1471.147

1.1471.1471.1471.147

2.4622.4622.4622.462

938.40 187.68 D

T8 39.000-37.000

6.26 507.92 A B C D

0.215 0.215 0.215 0.215

2.9172.9172.9172.917

0.5940.5940.5940.594

1.1611.1611.1611.161

1.1611.1611.1611.161

1.4241.4241.4241.424

514.73 257.37 D

T9 37.000-29.500

7.16 1915.69 A B C D

0.174 0.174 0.174 0.174

3.0963.0963.0963.096

0.5850.5850.5850.585

1.131.131.131.13

1.131.131.131.13

5.1605.1605.1605.160

1905.31 254.04 D

T10 29.500-23.500

7.16 1897.65 A B C D

0.142 0.142 0.142 0.142

3.2423.2423.2423.242

0.580.580.580.58

1.1071.1071.1071.107

1.1071.1071.1071.107

3.8263.8263.8263.826

1386.58 231.10 D

T11 23.500-17.500

7.16 2081.11 A B C D

0.142 0.129 0.129 0.116

3.2433.3073.3073.372

0.580.5780.5780.577

1.1071.0971.0971.087

1.1071.0971.0971.087

4.8524.3604.3603.876

1634.19 272.37 A

T12 17.500-10.000

7.16 3774.32 A B C D

0.161 0.153 0.153 0.146

3.1553.193.19

3.225

0.5830.5820.5820.581

1.1211.1151.1151.109

1.1211.1151.1151.109

8.6138.1708.1707.730

2517.98 335.73 A

T13 10.000-0.000

7.16 4171.84 A B C D

0.109 0.105 0.105

0.1

3.4033.4273.4273.451

0.5760.5760.5760.575

1.0821.0781.0781.075

1.0821.0781.0781.075

9.4228.9858.9858.551

2717.05 271.71 A


14663.32


HIPOTESIS 2

Page 15 of 48



Date 13:08:41 01/26/11




Tower Forces - Service - Wind Normal To Face

Section Elevation

m

Add Weight

kg

Self Weight

kg

F a c e

e CF

RR DF

DR

AE

m2

F

kg

w

kglm

Ctrl. Face

T1 66.000-61.000

3.62 377.84 A B C D

0.38 0.38 0.38 0.38

2.3352.3352.3352.335

0.6440.6440.6440.644

1111

1111

1.2101.2101.2101.210

101.33 20.27 D

T2 61.000-60.000

3.62 115.20 A B C D

0.372 0.372 0.372 0.372

2.362.362.362.36

0.640.640.640.64

1111

1111

0.3730.3730.3730.373

31.14 31.14 D

T3 60.000-54.400

4.46 484.01 A B C D

0.201 0.201 0.201 0.201

2.9742.9742.9742.974

0.5910.5910.5910.591

1111

1111

1.5411.5411.5411.541

159.53 28.49 D

T4 54.400-50.200

5.37 440.13 A B C D

0.255 0.255 0.255 0.255

2.7572.7572.7572.757

0.6030.6030.6030.603

1111

1111

1.4821.4821.4821.482

138.67 33.02 D

T5 50.200-46.000

5.37 500.58 A B C D

0.254 0.254 0.254 0.254

2.7612.7612.7612.761

0.6030.6030.6030.603

1111

1111

1.4771.4771.4771.477

135.15 32.18 D

T6 46.000-44.000

5.37 359.86 A B C D

0.245 0.245 0.245 0.245

2.7952.7952.7952.795

0.6010.6010.6010.601

1111

1111

0.8710.8710.8710.871

79.16 39.58 D

T7 44.000-39.000

6.26 732.77 A B C D

0.195 0.195 0.195 0.195

2.9992.9992.9992.999

0.5890.5890.5890.589

1111

1111

2.1482.1482.1482.148

204.60 40.92 D

T8 39.000-37.000

6.26 507.92 A B C D

0.215 0.215 0.215 0.215

2.9172.9172.9172.917

0.5940.5940.5940.594

1111

1111

1.2271.2271.2271.227

110.83 55.41 D

T9 37.000-29.500

7.16 1915.69 A B C D

0.174 0.174 0.174 0.174

3.0963.0963.0963.096

0.5850.5850.5850.585

1111

1111

4.5654.5654.5654.565

421.46 56.19 D

T10 29.500-23.500

7.16 1897.65 A B C D

0.142 0.142 0.142 0.142

3.2423.2423.2423.242

0.580.580.580.58

1111

1111

3.4583.4583.4583.458

313.25 52.21 D

T11 23.500-17.500

7.16 2081.11 A B C D

0.142 0.129 0.129 0.116

3.2433.3073.3073.372

0.580.5780.5780.577

1111

1111

4.3853.9763.9763.567

369.23 61.54 A

T12 17.500-10.000

7.16 3774.32 A B C D

0.161 0.153 0.153 0.146

3.1553.193.19

3.225

0.5830.5820.5820.581

1111

1111

7.6867.3287.3286.969

561.77 74.90 A

T13 10.000-0.000

7.16 4171.84 A B C D

0.109 0.105 0.105

0.1

3.4033.4273.4273.451

0.5760.5760.5760.575

1111

1111

8.7088.3318.3317.955

627.81 62.78 A


3253.90


HIPOTESIS 2

Page 16 of 48



Date 13:08:41 01/26/11




Tower Forces - Service - Wind 45 To Face

Section Elevation

m

Add Weight

kg

Self Weight

kg

F a c e

e CF

RR DF

DR

AE

m2

F

kg

w

kglm

Ctrl. Face

T1 66.000-61.000

3.62 377.84 A B C D

0.38 0.38 0.38 0.38

2.3352.3352.3352.335

0.6440.6440.6440.644

1.21.21.21.2

1.21.21.21.2

1.4521.4521.4521.452

121.59 24.32 D

T2 61.000-60.000

3.62 115.20 A B C D

0.372 0.372 0.372 0.372

2.362.362.362.36

0.640.640.640.64

1.21.21.21.2

1.21.21.21.2

0.4480.4480.4480.448

37.36 37.36 D

T3 60.000-54.400

4.46 484.01 A B C D

0.201 0.201 0.201 0.201

2.9742.9742.9742.974

0.5910.5910.5910.591

1.1511.1511.1511.151

1.1511.1511.1511.151

1.7741.7741.7741.774

183.62 32.79 D

T4 54.400-50.200

5.37 440.13 A B C D

0.255 0.255 0.255 0.255

2.7572.7572.7572.757

0.6030.6030.6030.603

1.1911.1911.1911.191

1.1911.1911.1911.191

1.7651.7651.7651.765

165.15 39.32 D

T5 50.200-46.000

5.37 500.58 A B C D

0.254 0.254 0.254 0.254

2.7612.7612.7612.761

0.6030.6030.6030.603

1.191.191.191.19

1.191.191.191.19

1.7581.7581.7581.758

160.85 38.30 D

T6 46.000-44.000

5.37 359.86 A B C D

0.245 0.245 0.245 0.245

2.7952.7952.7952.795

0.6010.6010.6010.601

1.1841.1841.1841.184

1.1841.1841.1841.184

1.0311.0311.0311.031

93.69 46.85 D

T7 44.000-39.000

6.26 732.77 A B C D

0.195 0.195 0.195 0.195

2.9992.9992.9992.999

0.5890.5890.5890.589

1.1471.1471.1471.147

1.1471.1471.1471.147

2.4622.4622.4622.462

234.60 46.92 D

T8 39.000-37.000

6.26 507.92 A B C D

0.215 0.215 0.215 0.215

2.9172.9172.9172.917

0.5940.5940.5940.594

1.1611.1611.1611.161

1.1611.1611.1611.161

1.4241.4241.4241.424

128.68 64.34 D

T9 37.000-29.500

7.16 1915.69 A B C D

0.174 0.174 0.174 0.174

3.0963.0963.0963.096

0.5850.5850.5850.585

1.131.131.131.13

1.131.131.131.13

5.1605.1605.1605.160

476.33 63.51 D

T10 29.500-23.500

7.16 1897.65 A B C D

0.142 0.142 0.142 0.142

3.2423.2423.2423.242

0.580.580.580.58

1.1071.1071.1071.107

1.1071.1071.1071.107

3.8263.8263.8263.826

346.64 57.77 D

T11 23.500-17.500

7.16 2081.11 A B C D

0.142 0.129 0.129 0.116

3.2433.3073.3073.372

0.580.5780.5780.577

1.1071.0971.0971.087

1.1071.0971.0971.087

4.8524.3604.3603.876

408.55 68.09 A

T12 17.500-10.000

7.16 3774.32 A B C D

0.161 0.153 0.153 0.146

3.1553.193.19

3.225

0.5830.5820.5820.581

1.1211.1151.1151.109

1.1211.1151.1151.109

8.6138.1708.1707.730

629.49 83.93 A

T13 10.000-0.000

7.16 4171.84 A B C D

0.109 0.105 0.105

0.1

3.4033.4273.4273.451

0.5760.5760.5760.575

1.0821.0781.0781.075

1.0821.0781.0781.075

9.4228.9858.9858.551

679.26 67.93 A


3665.83


HIPOTESIS 2

Page 17 of 48



Date 13:08:41 01/26/11




Force Totals

Load Case

Vertical Forces

kg

Sum of Forces

X kg

Sum of Forces

Z kg

Sum of Overturning Moments, Mx

kg-m

Sum of Overturning Moments, Mz

kg-m

Sum of Torques

kg-m Leg Weight 6091.87 Bracing Weight 11267.06 Total Member Self-Weight 17358.92 326 -129 Gusset Weight 76.12 Total Weight 18762.37 326 -129 Wind 0 deg - No Ice -29.57 -15931.20 -481438 2937 49Wind 45 deg - No Ice 12217.58 -12241.26 -371127 -369557 479Wind 90 deg - No Ice 15629.93 -543.07 -12611 -471479 642Wind 180 deg - No Ice -2.99 15417.85 468721 -169 32Total Weight 18762.37 326 -129 Wind 0 deg - Service -7.39 -3982.80 -120115 637 12Wind 45 deg - Service 3054.39 -3060.31 -92537 -92486 120Wind 90 deg - Service 3907.48 -135.77 -2908 -117967 160Wind 180 deg - Service -0.75 3854.46 117425 -139 8

Load Combinations Comb.

No. Description

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

Maximum Member Forces Section

No. Elevation

m Component

Type Condition Gov.

Load Comb.

Force

kg

Major Axis Moment

kg-m

Minor Axis Moment

kg-m T1 66 - 61 Leg Max Tension 3 3481.12 1 -1

Max. Compression 3 -3673.22 -4 -4 Max. Mx 3 -139.22 12 -12 Max. My 3 -171.76 12 -12 Max. Vy 4 51.42 -9 -1 Max. Vx 4 -51.38 1 9 Diagonal Max Tension 3 621.19 3 -2 Max. Compression 3 -608.88 0 0 Max. Mx 3 -205.42 -6 2 Max. My 2 -569.13 -3 3 Max. Vy 3 11.66 0 0 Max. Vx 2 -4.41 -3 3 Top Girt Max Tension 2 19.21 0 0


HIPOTESIS 2

Page 18 of 48



Date 13:08:41 01/26/11




Section No.

Elevation m

Component Type

Condition Gov. Load

Comb.

Force

kg

Major Axis Moment

kg-m

Minor Axis Moment

kg-m Max. Compression 2 -18.19 0 0 Max. Mx 1 -0.00 0 0 Max. My 3 -13.69 0 0 Max. Vy 1 1.36 0 0 Max. Vx 3 -0.00 0 0 Inner Bracing Max Tension 2 0.39 0 0 Max. Compression 2 -0.39 0 0 Max. Mx 1 0.02 0 0 Max. My 4 0.37 0 0 Max. Vy 1 -1.30 0 0 Max. Vx 4 -0.00 0 0

T2 61 - 60 Leg Max Tension 3 3051.88 4 4 Max. Compression 3 -3268.87 0 0 Max. Mx 3 -193.44 5 -5 Max. My 3 -37.23 -5 5 Max. Vy 3 12.71 5 -5 Max. Vx 3 12.96 -5 5 Diagonal Max Tension 3 1084.08 0 0 Max. Compression 3 -1137.55 0 0 Max. Mx 2 -681.67 0 0 Max. My 3 -43.77 0 0 Max. Vy 2 1.43 0 0 Max. Vx 3 -0.67 0 0 Horizontal Max Tension 3 20.04 1 1 Max. Compression 3 -29.14 -1 1 Max. Mx 2 11.38 2 1 Max. My 2 11.38 2 1 Max. Vy 2 -5.27 2 1 Max. Vx 2 2.12 0 0 Top Girt Max Tension 2 626.00 0 0 Max. Compression 2 -680.42 0 0 Max. Mx 1 -25.43 0 0 Max. My 1 -25.43 0 0 Max. Vy 1 1.28 0 0 Max. Vx 1 -0.47 0 0

T3 60 - 54.4 Leg Max Tension 3 7609.45 2 2 Max. Compression 3 -8252.20 -5 -6 Max. Mx 3 -421.71 14 -13 Max. My 3 -94.61 -13 13 Max. Vy 4 -77.89 0 0 Max. Vx 4 -77.83 0 0 Diagonal Max Tension 2 844.40 0 0 Max. Compression 2 -868.69 0 0 Max. Mx 3 489.41 6 -1 Max. My 2 -855.42 -2 -2 Max. Vy 3 -7.30 6 -1 Max. Vx 2 1.64 -2 -2 Top Girt Max Tension 2 1002.80 0 0 Max. Compression 2 -918.04 0 0 Max. Mx 1 43.94 -1 0 Max. My 3 -674.96 0 0 Max. Vy 1 3.01 0 0 Max. Vx 3 -0.00 0 0 Inner Bracing Max Tension 3 37.91 0 0 Max. Compression 2 -19.47 0 0 Max. Mx 1 30.49 1 0 Max. My 5 29.41 0 0 Max. Vy 1 -2.88 0 0 Max. Vx 5 -0.00 0 0

T4 54.4 - 50.2 Leg Max Tension 3 13582.25 3 2 Max. Compression 3 -14323.79 -13 -13


HIPOTESIS 2

Page 19 of 48



Date 13:08:41 01/26/11




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 -628.22 33 -33 Max. My 3 -174.47 -33 33 Max. Vy 3 33.43 33 -33 Max. Vx 3 33.23 -33 33 Diagonal Max Tension 3 1139.41 0 0 Max. Compression 3 -1161.91 0 0 Max. Mx 3 472.32 5 -1 Max. My 2 -1073.65 -2 -1 Max. Vy 3 -7.16 5 -1 Max. Vx 2 1.37 -2 -1 Top Girt Max Tension 2 433.71 0 0 Max. Compression 2 -407.22 0 0 Max. Mx 1 16.15 -1 0 Max. My 3 -292.85 0 0 Max. Vy 1 3.01 0 0 Max. Vx 3 -0.00 0 0

T5 50.2 - 46 Leg Max Tension 3 21150.12 6 5 Max. Compression 3 -22240.82 -8 -8 Max. Mx 3 -872.07 55 -55 Max. My 3 -310.27 -55 55 Max. Vy 3 54.83 55 -55 Max. Vx 3 54.75 -55 55 Diagonal Max Tension 3 1515.11 3 -1 Max. Compression 3 -1561.30 0 0 Max. Mx 3 566.07 7 -1 Max. My 2 -1381.09 -3 -2 Max. Vy 3 -8.94 7 -1 Max. Vx 2 2.18 -3 -2 Top Girt Max Tension 2 710.12 0 0 Max. Compression 2 -676.95 0 0 Max. Mx 1 17.93 -1 0 Max. My 3 -497.91 0 0 Max. Vy 1 3.01 0 0 Max. Vx 3 -0.00 0 0 Inner Bracing Max Tension 3 38.37 0 0 Max. Compression 3 -15.64 0 0 Max. Mx 1 12.98 1 0 Max. My 4 13.87 0 0 Max. Vy 1 -2.88 0 0 Max. Vx 4 -0.00 0 0

T6 46 - 44 Leg Max Tension 3 15415.68 8 8 Max. Compression 3 -16257.66 19 19 Max. Mx 2 -10796.52 -20 4 Max. My 2 -10795.95 4 -20 Max. Vy 2 -37.55 -20 4 Max. Vx 2 -37.55 4 -20 Diagonal Max Tension 3 5163.50 0 0 Max. Compression 3 -5479.59 0 0 Max. Mx 2 -2466.22 -2 0 Max. My 2 4474.91 0 1 Max. Vy 2 4.81 0 0 Max. Vx 2 -1.36 0 0 Horizontal Max Tension 3 45.69 2 0 Max. Compression 2 -73.57 0 0 Max. Mx 2 -4.58 3 -1 Max. My 2 -4.58 3 -1 Max. Vy 2 5.26 3 -1 Max. Vx 2 1.16 3 -1 Top Girt Max Tension 4 13.35 0 0 Max. Compression 4 -40.11 0 0 Max. Mx 1 -8.32 -1 0


HIPOTESIS 2

Page 20 of 48



Date 13:08:41 01/26/11




Section No.

Elevation m

Component Type

Condition Gov. Load

Comb.

Force

kg

Major Axis Moment

kg-m

Minor Axis Moment

kg-m Max. My 1 -8.32 0 0 Max. Vy 1 -2.95 0 0 Max. Vx 1 0.60 0 0 Inner Bracing Max Tension 3 14.78 0 0 Max. Compression 3 -31.34 0 0 Max. Mx 1 0.18 1 0 Max. My 4 10.98 0 0 Max. Vy 1 -2.88 0 0 Max. Vx 4 0.02 0 0

T7 44 - 39 Leg Max Tension 3 21744.48 -32 -34 Max. Compression 3 -23573.50 -9 -9 Max. Mx 3 -1143.55 100 -94 Max. My 3 -703.19 -95 100 Max. Vy 3 -126.72 100 -94 Max. Vx 3 -125.36 -95 100 Diagonal Max Tension 3 2274.17 0 0 Max. Compression 3 -2352.93 0 0 Max. Mx 2 1645.00 -1 0 Max. My 2 -672.55 0 0 Max. Vy 2 3.08 0 0 Max. Vx 2 -0.02 0 0 Horizontal Max Tension 2 145.64 0 0 Max. Compression 3 -171.87 2 0 Max. Mx 2 95.55 5 1 Max. My 2 -36.48 1 -2 Max. Vy 2 6.76 5 1 Max. Vx 2 1.64 1 -2 Top Girt Max Tension 2 4755.04 0 0 Max. Compression 2 -4326.41 0 0 Max. Mx 1 219.46 -3 0 Max. My 4 231.95 0 0 Max. Vy 1 -6.35 0 0 Max. Vx 4 0.00 0 0

T8 39 - 37 Leg Max Tension 3 20261.84 10 10 Max. Compression 3 -22226.12 -28 -27 Max. Mx 3 -22220.65 56 56 Max. My 3 -22220.65 56 56 Max. Vy 3 -81.45 -28 -27 Max. Vx 3 -80.87 -28 -27 Diagonal Max Tension 3 5048.04 0 0 Max. Compression 3 -5308.00 0 0 Max. Mx 2 -3914.33 -4 0 Max. My 2 -2733.61 0 1 Max. Vy 2 7.49 0 0 Max. Vx 2 -2.89 0 0 Horizontal Max Tension 3 65.95 -1 30 Max. Compression 2 -148.94 1 6 Max. Mx 2 -25.23 4 6 Max. My 2 5.65 -1 61 Max. Vy 2 -6.69 4 6 Max. Vx 2 45.28 0 0 Top Girt Max Tension 2 2629.87 0 0 Max. Compression 2 -3309.19 0 0 Max. Mx 1 -183.57 -3 0 Max. My 1 -183.57 0 1 Max. Vy 1 6.04 0 0 Max. Vx 1 -1.98 0 0

T9 37 - 29.5 Leg Max Tension 3 23767.77 -21 -21 Max. Compression 3 -26735.79 47 47 Max. Mx 2 -15493.80 137 -11 Max. My 2 -15519.72 -11 137


HIPOTESIS 2

Page 21 of 48



Date 13:08:41 01/26/11




Section No.

Elevation m

Component Type

Condition Gov. Load

Comb.

Force

kg

Major Axis Moment

kg-m

Minor Axis Moment

kg-m Max. Vy 2 -211.09 137 -11 Max. Vx 2 -211.35 -11 137 Diagonal Max Tension 3 2916.89 16 11 Max. Compression 3 -3028.50 0 0 Max. Mx 3 977.77 24 16 Max. My 3 966.98 24 -16 Max. Vy 3 -22.61 24 16 Max. Vx 3 12.87 24 -16 Horizontal Max Tension 3 111.37 0 0 Max. Compression 3 -159.72 0 0 Max. Mx 2 89.37 4 0 Max. My 2 -114.98 3 0 Max. Vy 2 -6.17 4 0 Max. Vx 2 0.05 3 0 Top Girt Max Tension 2 5449.28 0 0 Max. Compression 2 -5004.43 0 0 Max. Mx 1 335.34 -18 0 Max. My 4 391.32 0 0 Max. Vy 1 21.18 0 0 Max. Vx 4 -0.00 0 0 Redund Horz 1


Max. Compression 3 -401.04 0 0 Max. Mx 1 21.84 0 0 Max. My 4 -93.90 0 0 Max. Vy 1 0.98 0 0 Max. Vx 4 -0.00 0 0 Redund Diag 1


Max. Compression 3 -296.16 0 0 Max. Mx 2 127.74 0 0 Max. My 2 227.52 0 0 Max. Vy 2 0.99 0 0 Max. Vx 2 -0.00 0 0 Redund Hip 1


Max. Compression 3 -30.56 0 0 Max. Mx 1 1.81 0 0 Max. My 3 1.73 0 0 Max. Vy 1 1.63 0 0 Max. Vx 3 0.00 0 0 Inner Bracing Max Tension 3 201.91 0 0 Max. Compression 2 -106.16 0 0 Max. Mx 1 167.33 18 0 Max. My 4 1.01 0 0 Max. Vy 1 -14.48 0 0 Max. Vx 4 0.04 0 0

T10 29.5 - 23.5 Leg Max Tension 3 27738.98 -37 -37 Max. Compression 3 -31320.71 79 81 Max. Mx 2 -21007.77 159 -28 Max. My 4 -20679.35 -30 159 Max. Vy 2 -237.06 159 -28 Max. Vx 4 -239.13 -30 159 Diagonal Max Tension 3 1096.55 10 -7 Max. Compression 3 -1167.42 0 0 Max. Mx 3 -126.31 12 -8 Max. My 3 -91.29 12 8 Max. Vy 3 -11.11 12 -8 Max. Vx 3 5.58 0 0 Horizontal Max Tension 2 134.98 4 0 Max. Compression 2 -195.60 4 0


HIPOTESIS 2

Page 22 of 48



Date 13:08:41 01/26/11




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 -132.93 10 -1 Max. My 2 -132.93 10 -1 Max. Vy 2 13.83 10 -1 Max. Vx 2 1.38 10 -1 Top Girt Max Tension 2 654.15 0 0 Max. Compression 2 -825.79 0 0 Max. Mx 1 -60.83 -8 0 Max. My 1 -60.83 0 1 Max. Vy 1 9.81 0 0 Max. Vx 1 -0.89 0 0 Redund Horz 1


Max. Compression 3 -471.74 0 0 Max. Mx 1 30.88 0 0 Max. My 3 -242.73 0 0 Max. Vy 1 1.13 0 0 Max. Vx 3 0.10 0 0 Redund Diag 1


Max. Compression 3 -445.35 0 0 Max. Mx 2 257.47 -1 0 Max. My 2 208.51 0 0 Max. Vy 2 -1.74 0 0 Max. Vx 2 0.27 0 0 Redund Hip 1


Max. Compression 3 -15.95 0 0 Max. Mx 1 -2.71 -1 0 Max. My 3 -2.45 0 0 Max. Vy 1 1.89 0 0 Max. Vx 3 -0.00 0 0 Inner Bracing Max Tension 2 17.52 0 0 Max. Compression 3 -60.25 0 0 Max. Mx 1 1.36 13 0 Max. My 4 2.72 0 0 Max. Vy 1 -11.04 0 0 Max. Vx 4 -0.02 0 0

T11 23.5 - 17.5 Leg Max Tension 3 30410.63 -58 -58 Max. Compression 3 -35232.98 108 105 Max. Mx 2 -23642.50 159 -28 Max. My 4 -22886.45 -30 159 Max. Vy 2 144.30 159 -28 Max. Vx 4 142.80 -30 159 Diagonal Max Tension 2 1241.49 6 -5 Max. Compression 2 -1357.35 0 0 Max. Mx 3 1132.55 12 8 Max. My 3 1224.36 12 8 Max. Vy 3 -11.65 12 8 Max. Vx 3 4.81 0 0 Horizontal Max Tension 5 55.80 8 -1 Max. Compression 3 -146.18 5 -1 Max. Mx 2 19.42 11 -1 Max. My 2 4.67 11 -1 Max. Vy 2 -15.99 11 -1 Max. Vx 2 -1.43 11 -1 Redund Horz 1


Max. Compression 3 -530.66 0 0 Max. Mx 1 39.28 0 0 Max. My 4 -143.12 0 0 Max. Vy 1 1.44 0 0


HIPOTESIS 2

Page 23 of 48



Date 13:08:41 01/26/11




Section No.

Elevation m

Component Type

Condition Gov. Load

Comb.

Force

kg

Major Axis Moment

kg-m

Minor Axis Moment

kg-m Max. Vx 4 -0.13 0 0 Redund Diag 1




Max. Compression 3 -12.13 0 0 Max. Mx 1 -3.22 -2 0 Max. My 3 -2.00 0 0 Max. Vy 1 4.07 0 0 Max. Vx 3 -0.00 0 0 Redund Hip


Max. Compression 3 -8.44 0 0 Max. Mx 2 6.92 -7 0 Max. My 3 -3.03 0 0 Max. Vy 2 8.32 0 0 Max. Vx 3 0.00 0 0 Inner Bracing Max Tension 3 7.99 0 0 Max. Compression 4 -11.80 0 0 Max. Mx 1 0.27 -15 0 Max. My 4 1.70 0 0 Max. Vy 1 11.51 0 0 Max. Vx 4 0.02 0 0

T12 17.5 - 10 Leg Max Tension 3 28849.46 11 11 Max. Compression 3 -33478.41 7 7 Max. Mx 4 -21015.54 129 7 Max. My 2 -22007.31 14 128 Max. Vy 4 161.95 -103 4 Max. Vx 2 161.09 -3 -102 Diagonal Max Tension 3 5437.65 5 -2 Max. Compression 3 -6588.14 0 0 Max. Mx 3 -2079.34 48 -48 Max. My 3 -1807.52 48 -48 Max. Vy 3 -33.58 48 -48 Max. Vx 3 -32.43 1 3 Top Girt Max Tension 2 1945.91 0 0 Max. Compression 2 -1660.96 0 0 Max. Mx 1 154.32 -36 0 Max. My 4 211.38 0 3 Max. Vy 1 -25.57 0 0 Max. Vx 4 -2.33 0 0 Redund Horz 1


Max. Compression 3 -504.24 0 0 Max. Mx 1 36.83 0 0 Max. My 2 338.33 0 0 Max. Vy 1 1.99 0 0 Max. Vx 2 -0.18 0 0 Redund Horz 2


Max. Compression 3 -504.24 0 0 Max. Mx 1 36.83 -1 0 Max. My 2 342.98 0 0 Max. Vy 1 3.98 0 0 Max. Vx 2 -0.36 0 0 Redund Horz 3 Max Tension 3 504.24 0 0


HIPOTESIS 2

Page 24 of 48



Date 13:08:41 01/26/11




Section No.

Elevation m

Component Type

Condition Gov. Load

Comb.

Force

kg

Major Axis Moment

kg-m

Minor Axis Moment

kg-m Bracing

Max. Compression 3 -504.24 0 0 Max. Mx 1 36.83 -3 0 Max. My 4 -6.62 0 0 Max. Vy 1 5.97 0 0 Max. Vx 4 0.54 0 0 Redund Horz 4










Max. Compression 3 -304.93 0 0 Max. Mx 2 70.68 -7 0 Max. My 4 -4.16 0 1 Max. Vy 2 8.35 0 0 Max. Vx 4 0.86 0 0 Redund Hip 1


Max. Compression 2 -79.72 0 0 Max. Mx 1 3.07 -1 0 Max. My 3 30.28 0 0 Max. Vy 1 2.83 0 0 Max. Vx 3 0.00 0 0 Redund Hip 2




Max. Compression 3 -18.21 0 0 Max. Mx 1 -0.90 -6 0 Max. My 3 2.54 0 0 Max. Vy 1 8.48 0 0


HIPOTESIS 2

Page 25 of 48



Date 13:08:41 01/26/11




Section No.

Elevation m

Component Type

Condition Gov. Load

Comb.

Force

kg

Major Axis Moment

kg-m

Minor Axis Moment

kg-m Max. Vx 3 0.00 0 0 Redund Hip 4


Max. Compression 3 -11.28 0 0 Max. Mx 1 -3.87 -11 0 Max. My 3 -5.27 0 0 Max. Vy 1 11.30 0 0 Max. Vx 3 0.00 0 0 Redund Hip


Max. Compression 3 -104.08 0 0 Max. Mx 3 -8.03 -24 0 Max. My 2 85.13 0 0 Max. Vy 3 20.36 0 0 Max. Vx 2 -0.01 0 0 Inner Bracing Max Tension 3 78.95 0 0 Max. Compression 3 -39.18 0 0 Max. Mx 1 74.67 36 0 Max. My 4 7.46 0 0 Max. Vy 1 -18.03 0 0 Max. Vx 4 0.01 0 0

T13 10 - 0 Leg Max Tension 3 28588.18 -1 -1 Max. Compression 3 -34353.71 0 0 Max. Mx 5 -22917.36 -39 -9 Max. My 4 -23386.45 -9 -39 Max. Vy 5 34.93 34 5 Max. Vx 5 34.69 6 34 Diagonal Max Tension 3 5582.85 14 -18 Max. Compression 3 -6845.87 0 0 Max. Mx 3 -6755.60 -14 22 Max. My 3 -6729.35 -14 22 Max. Vy 3 15.53 11 -16 Max. Vx 3 -18.27 11 -16 Top Girt Max Tension 4 57.97 18 -2 Max. Compression 2 -244.57 18 -2 Max. Mx 2 -81.06 20 -2 Max. My 2 -78.07 20 -2 Max. Vy 2 27.25 20 -2 Max. Vx 2 2.56 20 -2 Redund Horz 1


Max. Compression 3 -517.42 0 0 Max. Mx 8 -20.57 0 0 Max. My 3 517.42 0 0 Max. Vy 8 1.99 0 0 Max. Vx 3 -0.18 0 0 Redund Horz 2




Max. Compression 3 -517.42 0 0 Max. Mx 1 50.82 -3 0 Max. My 3 517.42 0 0 Max. Vy 1 5.97 0 0 Max. Vx 3 -0.54 0 0 Redund Horz 4 Max Tension 3 517.42 0 0


HIPOTESIS 2

Page 26 of 48



Date 13:08:41 01/26/11




Section No.

Elevation m

Component Type

Condition Gov. Load

Comb.

Force

kg

Major Axis Moment

kg-m

Minor Axis Moment

kg-m Bracing





Max. Compression 3 -434.03 0 0 Max. Mx 2 298.27 -2 0 Max. My 4 60.71 0 0 Max. Vy 2 -3.47 0 0 Max. Vx 4 -0.61 0 0 Redund Diag 3


Max. Compression 3 -342.11 0 0 Max. Mx 2 235.10 -4 0 Max. My 2 81.94 0 -1 Max. Vy 2 5.46 0 0 Max. Vx 2 0.72 0 0 Redund Diag 4








Max. Compression 3 -31.25 0 0 Max. Mx 1 -2.35 -6 0 Max. My 3 -2.21 0 0 Max. Vy 1 8.48 0 0 Max. Vx 3 0.00 0 0 Redund Hip 4


Max. Compression 3 -20.35 0 0 Max. Mx 1 -4.98 -11 0 Max. My 2 -0.23 0 0 Max. Vy 1 11.30 0 0


HIPOTESIS 2

Page 27 of 48



Date 13:08:41 01/26/11




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 0.00 0 0 Redund Hip


Max. Compression 3 -52.01 0 0 Max. Mx 3 4.55 -25 0 Max. My 3 -12.48 0 0 Max. Vy 3 20.60 0 0 Max. Vx 3 0.01 0 0

Maximum Reactions


Comb.

Vertical kg

Horizontal, X kg

Horizontal, Z kg

Leg D Max. Vert 5 31145.21 4564.81 -4506.03 Max. Hx 5 31145.21 4564.81 -4506.03 Max. Hz 3 -37205.93 -5509.44 5473.24 Min. Vert 3 -37205.93 -5509.44 5473.24 Min. Hx 3 -37205.93 -5509.44 5473.24 Min. Hz 5 31145.21 4564.81 -4506.03

Leg C Max. Vert 5 31167.34 -4566.15 -4509.66 Max. Hx 2 -22662.61 3350.57 3358.22 Max. Hz 2 -22662.61 3350.57 3358.22 Min. Vert 2 -22662.61 3350.57 3358.22 Min. Hx 5 31167.34 -4566.15 -4509.66 Min. Hz 5 31167.34 -4566.15 -4509.66

Leg B Max. Vert 3 46491.13 -6781.96 6799.73 Max. Hx 5 -21767.01 3247.86 -3198.19 Max. Hz 3 46491.13 -6781.96 6799.73 Min. Vert 5 -21767.01 3247.86 -3198.19 Min. Hx 3 46491.13 -6781.96 6799.73 Min. Hz 5 -21767.01 3247.86 -3198.19

Leg A Max. Vert 2 32045.88 4674.68 4661.88 Max. Hx 2 32045.88 4674.68 4661.88 Max. Hz 2 32045.88 4674.68 4661.88 Min. Vert 5 -21783.19 -3243.53 -3203.56 Min. Hx 5 -21783.19 -3243.53 -3203.56 Min. Hz 5 -21783.19 -3243.53 -3203.56

Tower Mast Reaction Summary

Load Combination

Vertical

kg

Shearx

kg

Shearz

kg

Overturning Moment, Mx

kg-m

Overturning Moment, Mz

kg-m

Torque

kg-m Dead Only 18762.36 -0.00 -0.00 325 -129 0Dead+Wind 0 deg - No Ice 18762.35 -29.57 -15930.78 -479614 2942 50Dead+Wind 45 deg - No Ice 18762.35 12217.08 -12240.75 -369914 -368335 479Dead+Wind 90 deg - No Ice 18762.35 15629.53 -543.07 -12625 -469634 640Dead+Wind 180 deg - No Ice 18762.35 -2.99 15417.44 466881 -169 33Dead+Wind 0 deg - Service 18762.37 -7.39 -3982.64 -119658 638 13Dead+Wind 45 deg - Service 18762.37 3054.27 -3060.19 -92235 -92182 120Dead+Wind 90 deg - Service 18762.37 3907.33 -135.77 -2912 -117504 160Dead+Wind 180 deg - Service 18762.37 -0.75 3854.31 116963 -139 8


HIPOTESIS 2

Page 28 of 48



Date 13:08:41 01/26/11




Solution Summary

Load Comb.

Sum of Applied Forces Sum of Reactions % Error PX

kg PY kg

PZ kg

PX kg

PY kg

PZ kg

1 -0.00 -18762.37 0.00 0.00 18762.36 0.00 0.000% 2 -29.57 -18762.37 -15931.20 29.57 18762.35 15930.78 0.002% 3 12217.58 -18762.37 -12241.25 -12217.08 18762.35 12240.75 0.003% 4 15629.93 -18762.37 -543.07 -15629.53 18762.35 543.07 0.002% 5 -2.99 -18762.37 15417.85 2.99 18762.35 -15417.44 0.002% 6 -7.39 -18762.37 -3982.80 7.39 18762.37 3982.64 0.001% 7 3054.39 -18762.37 -3060.31 -3054.27 18762.37 3060.19 0.001% 8 3907.48 -18762.37 -135.77 -3907.33 18762.37 135.77 0.001% 9 -0.75 -18762.37 3854.46 0.75 18762.37 -3854.31 0.001%

Non-Linear Convergence Results

Load Combination

Converged? Number of Cycles

Displacement Tolerance

Force Tolerance

1 Yes 6 0.00000001 0.00000001 2 Yes 14 0.00000001 0.00011296 3 Yes 13 0.00007126 0.00011386 4 Yes 14 0.00000001 0.00010788 5 Yes 14 0.00000001 0.00011283 6 Yes 13 0.00000001 0.00009899 7 Yes 13 0.00000001 0.00009990 8 Yes 13 0.00000001 0.00009831 9 Yes 13 0.00000001 0.00009907

Maximum Tower Deflections - Service Wind

Section No.

Elevation

m

Horz. Deflection

mm

Gov. Load

Comb.

Tilt °

Twist °

T1 66 - 61 114.82 7 0.2753 0.0009 T2 61 - 60 91.12 7 0.2574 0.0003 T3 60 - 54.4 86.76 7 0.2486 0.0002 T4 54.4 - 50.2 63.50 7 0.2176 0.0002 T5 50.2 - 46 48.34 7 0.1872 0.0004 T6 46 - 44 35.67 7 0.1479 0.0007 T7 44 - 39 31.07 7 0.1234 0.0007 T8 39 - 37 21.27 7 0.0910 0.0009 T9 37 - 29.5 18.67 7 0.0733 0.0009

T10 29.5 - 23.5 10.63 7 0.0404 0.0010 T11 23.5 - 17.5 6.95 7 0.0272 0.0008 T12 17.5 - 10 4.30 7 0.0182 0.0006 T13 10 - 0 1.21 7 0.0103 0.0004


HIPOTESIS 2

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Date 13:08:41 01/26/11




Critical Deflections and Radius of Curvature - Service Wind

Elevation

m


Comb.

Deflection

mm

Tilt °

Twist °

Radius of Curvature

m 66.000 RYMSA AT15-250 PANEL 7 114.82 0.2753 0.0009 17465 65.500 RYMSA AT15-250 PANEL 7 112.37 0.2746 0.0008 17465 65.000 RYMSA AT15-250 PANEL 7 109.93 0.2739 0.0007 17465 64.500 RYMSA AT15-250 PANEL 7 107.50 0.2730 0.0007 17465 64.000 RYMSA AT15-250 PANEL 7 105.08 0.2720 0.0006 13308 63.500 RYMSA AT15-250 PANEL 7 102.68 0.2706 0.0006 10646 63.000 RYMSA AT15-250 PANEL 7 100.30 0.2689 0.0005 8872 62.500 RYMSA AT15-250 PANEL 7 97.95 0.2668 0.0004 7605 62.000 RYMSA AT15-250 PANEL 7 95.63 0.2642 0.0004 6749 60.000 ANTENA PANEL UHF 0.48x0.983 7 86.76 0.2486 0.0002 15078 58.000 ANTENA VHF BAND III 4 DIPO

AT13-240 7 78.18 0.2352 0.0002 15817


7 72.32 0.2283 0.0002 10738


7 66.64 0.2218 0.0002 8185


Maximum Tower Deflections - Design Wind

Section No.

Elevation

m

Horz. Deflection

mm

Gov. Load

Comb.

Tilt °

Twist °

T1 66 - 61 458.24 3 1.0977 0.0035 T2 61 - 60 363.73 3 1.0263 0.0012 T3 60 - 54.4 346.34 3 0.9915 0.0008 T4 54.4 - 50.2 253.57 3 0.8678 0.0007 T5 50.2 - 46 193.10 3 0.7469 0.0015 T6 46 - 44 142.52 3 0.5902 0.0027 T7 44 - 39 124.20 3 0.4925 0.0029 T8 39 - 37 85.06 3 0.3632 0.0034 T9 37 - 29.5 74.67 3 0.2928 0.0035

T10 29.5 - 23.5 42.55 3 0.1616 0.0037 T11 23.5 - 17.5 27.79 3 0.1089 0.0031 T12 17.5 - 10 17.19 3 0.0728 0.0024 T13 10 - 0 4.83 3 0.0413 0.0014

Critical Deflections and Radius of Curvature - Design Wind


HIPOTESIS 2

Page 30 of 48



Date 13:08:41 01/26/11




Elevation

m


Comb.

Deflection

mm

Tilt °

Twist °

Radius of Curvature

m 66.000 RYMSA AT15-250 PANEL 3 458.24 1.0977 0.0035 4386 65.500 RYMSA AT15-250 PANEL 3 448.48 1.0951 0.0033 4386 65.000 RYMSA AT15-250 PANEL 3 438.73 1.0922 0.0031 4386 64.500 RYMSA AT15-250 PANEL 3 429.03 1.0887 0.0028 4386 64.000 RYMSA AT15-250 PANEL 3 419.38 1.0845 0.0026 3342 63.500 RYMSA AT15-250 PANEL 3 409.81 1.0791 0.0024 2674 63.000 RYMSA AT15-250 PANEL 3 400.33 1.0724 0.0021 2228 62.500 RYMSA AT15-250 PANEL 3 390.97 1.0640 0.0019 1910 62.000 RYMSA AT15-250 PANEL 3 381.73 1.0537 0.0017 1695 60.000 ANTENA PANEL UHF 0.48x0.983 3 346.34 0.9915 0.0008 3782 58.000 ANTENA VHF BAND III 4 DIPO

AT13-240 3 312.14 0.9379 0.0007 3973


3 288.75 0.9106 0.0007 2700


3 266.10 0.8846 0.0007 2059


Bolt Design Data

Section No.

Elevation

m

Component Type

Bolt Grade

Bolt Size

mm

NumberOf

Bolts

MaximumLoad per

Bolt kg

AllowableLoad

kg

Ratio Load

Allowable

Allowable Ratio

Criteria

T1 66 Leg A325N 16 8 17.67 5528.16 0.003 1.333 Bearing



T2 61 Leg A325N 16 8 812.71 5528.16 0.147 1.333 Bearing




T3 60 Leg A325N 16 8 938.04 5528.16 0.170 1.333 Bearing



T4 54.4 Leg A325N 19 12 1669.61 6633.79 0.252 1.333 Bearing



T5 50.2 Leg A325N 19 12 2781.81 8292.26 0.335 1.333 Bearing


HIPOTESIS 2

Page 31 of 48



Date 13:08:41 01/26/11




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



T6 46 Leg A325N 19 12 2707.39 6633.79 0.408 1.333 Bearing




T7 44 Leg A325N 19 12 3562.65 8292.26 0.430 1.333 Bearing




T8 39 Leg A325N 19 12 3704.35 8292.26 0.447 1.333 Bearing




T9 37 Leg A325N 19 12 3863.42 8292.26 0.466 1.333 Bearing




T10 29.5 Leg A325N 19 16 3895.99 8416.41 0.463 1.333 Bolt DS




T11 23.5 Leg A325N 19 16 4373.84 8416.41 0.520 1.333 Bolt DS



T12 17.5 Leg A325N 19 12 5438.71 8416.41 0.646 1.333 Bolt DS



T13 10 Leg A325N 19 12 5625.00 8416.41 0.668 1.333 Bolt DS



Compression Checks

Leg Design Data (Compression)


HIPOTESIS 2

Page 32 of 48



Date 13:08:41 01/26/11




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 - 61 L64x64x6 5.000 1.000 80.2 K=1.00

131 768 -3673.22 10242.62 0.359

T2 61 - 60 L64x64x6 1.125 0.563 45.1 K=1.00

173 768 -3268.87 13544.73 0.241

T3 60 - 54.4 L64x64x6 5.600 1.400 112.3 K=1.00

82 768 -8252.21 6396.43 1.290

T4 54.4 - 50.2 L102x102x6 4.200 1.400 69.3 K=1.00

128 1252 -14323.77 16327.56 0.877

T5 50.2 - 46 L102x102x8 4.200 1.400 69.7 K=1.00

145 1548 -22240.82 22857.48 0.973

T6 46 - 44 L76x76x6 2.080 1.040 69.2 K=1.00

145 929 -16257.66 13775.29 1.180

T7 44 - 39 L102x102x8 5.000 1.250 62.2 K=1.00

154 1548 -23573.52 24315.14 0.969

T8 39 - 37 L102x102x8 2.204 1.102 54.9 K=1.00

163 1548 -22226.12 25666.21 0.866

T9 37 - 29.5 L102x102x8 7.500 0.938 46.7 K=1.00

171 1548 -26735.79 27065.77 0.988

T10 29.5 - 23.5 2L102x102x9.5 6.050 1.512 75.6 K=1.00

137 3690 -31320.70 51592.97 0.607

T11 23.5 - 17.5 2L102x102x9.5 6.050 1.512 56.7 K=0.75

160 3690 -35232.98 60394.93 0.583

T12 17.5 - 10 2L102x102x9.5 7.562 1.512 56.7 K=0.75

160 3690 -33478.39 60394.93 0.554

T13 10 - 0 2L102x102x9.5 10.083 2.017 75.6 K=0.75

137 3690 -34353.74 51592.97 0.666

Diagonal Design Data (Compression)

Section No.

Elevation

m

Size

L

m

Lu

m

Kl/r

Fa

MPa

A

mm2

Actual P kg

Allow. Pa kg

Ratio P Pa

T1 66 - 61 L51x51x4.8 1.166 0.521 52.1 K=1.00

166 461 -608.88 7790.18 0.078

T2 61 - 60 L51x51x4.8 0.852 0.813 81.2 K=1.00

129 461 -958.03 6088.30 0.157

T3 60 - 54.4 L51x51x4.8 1.931 0.919 91.9 K=1.00

114 461 -868.69 5361.74 0.162

T4 54.4 - 50.2 L51x51x4.8 1.931 0.892 89.1 K=1.00

118 461 -1161.91 5555.28 0.209

T5 50.2 - 46 L51x51x4.8 1.931 0.892 89.1 K=1.00

118 461 -1561.30 5555.28 0.281

T6 46 - 44 L76x76x6.4 1.478 1.427 94.9 K=1.00

109 929 -5479.58 10364.68 0.529

T7 44 - 39 L64x64x4.8 1.645 1.567 124.7 K=1.00

66 582 -2352.93 3931.86 0.598

T8 39 - 37 L76x76x6.4 2.021 1.962 130.5 K=1.00

60 929 -5261.58 5728.28 0.919

T9 37 - 29.5 L76x76x6.4 2.548 1.274 84.7 K=1.00

124 929 -3028.50 11791.41 0.257


HIPOTESIS 2

Page 33 of 48



Date 13:08:41 01/26/11




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 29.5 - 23.5 L76x76x6.4 3.773 1.886 125.4 K=1.00

65 929 -1167.42 6198.16 0.188

T11 23.5 - 17.5 L76x76x6.4 4.125 2.062 137.1 K=1.00

55 929 -1357.35 5185.65 0.262

T12 17.5 - 10 L102x102x6.4 8.041 1.608 50.7 K=1.00

144 1252 -6588.16 18390.36 0.358

T13 10 - 0 L76x76x6.4 10.967 2.193 92.9 K=1.00

113 929 -6845.89 10657.88 0.642

Horizontal Design Data (Compression)

Section No.

Elevation

m

Size

L

m

Lu

m

Kl/r

Fa

MPa

A

mm2

Actual P kg

Allow. Pa kg

Ratio P Pa

T2 61 - 60 L51x51x4.8 0.965 0.901 57.5 K=1.00

160 461 -29.14 7503.33 0.004

T6 46 - 44 L51x51x4.8 1.735 0.829 82.9 K=1.00

127 461 -73.57 5977.53 0.012

T7 44 - 39 L51x51x4.8 2.140 2.038 130.1 K=1.00

61 461 -171.87 2862.74 0.060

T8 39 - 37 L51x51x6.4 2.795 2.693 174.1 K=1.00

34 605 -148.94 2095.66 0.071

T9 37 - 29.5 L51x51x4.8 3.450 1.674 167.3 K=1.00

37 461 -159.72 1730.49 0.092

T10 29.5 - 23.5 L76x76x6.4 3.996 1.947 129.5 K=1.00

61 929 -195.60 5816.14 0.034

T11 23.5 - 17.5 L76x76x6.4 5.088 2.493 165.8 K=1.00

37 929 -146.18 3547.30 0.041

Top Girt Design Data (Compression)

Section No.

Elevation

m

Size

L

m

Lu

m

Kl/r

Fa

MPa

A

mm2

Actual P kg

Allow. Pa kg

Ratio P Pa

T1 66 - 61 L51x51x4.8 0.600 0.536 53.6 K=1.00

164 461 -18.19 7711.75 0.002

T2 61 - 60 L51x51x4.8 0.600 0.536 53.6 K=1.00

164 461 -680.43 7711.75 0.088

T3 60 - 54.4 L51x51x4.8 1.330 1.266 126.6 K=1.00

64 461 -918.04 3023.93 0.304

T4 54.4 - 50.2 L51x51x4.8 1.330 1.266 80.8 K=1.00

130 461 -407.22 6113.16 0.067

T5 50.2 - 46 L51x51x4.8 1.330 1.228 78.4 K=1.00

133 461 -676.95 6270.28 0.108

T6 46 - 44 L51x51x4.8 1.330 1.228 78.4 K=1.00

133 461 -40.11 6270.28 0.006

T7 44 - 39 L51x51x6.4 2.140 2.064 133.4 58 605 -4326.41 3569.33 1.212


HIPOTESIS 2

Page 34 of 48



Date 13:08:41 01/26/11




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 T8 39 - 37 L51x51x6.4 2.140 2.038 131.8

K=1.00 59 605 -3309.19 3658.84 0.904

T9 37 - 29.5 L102x102x6.4 3.450 3.348 105.5 K=1.00

90 1252 -5004.44 11432.30 0.438

T10 29.5 - 23.5 L64x64x4.8 3.450 3.348 169.4 K=1.00

36 582 -825.79 2128.02 0.388

T12 17.5 - 10 L76x76x6.4 5.635 5.533 234.2 K=1.00

19 929 -1660.96 1777.83 0.934

KL/R > 200 (C) - 596 T13 10 - 0 L102x102x6.4 7.000 3.449 108.6

K=1.00 86 1252 -244.57 10942.15 0.022


Section No.

Elevation

m

Size

L

m

Lu

m

Kl/r

Fa

MPa

A

mm2

Actual P kg

Allow. Pa kg

Ratio P Pa

T9 37 - 29.5 L38x38x3.2 0.863 0.812 107.9 K=1.00

88 232 -401.04 2091.12 0.192

T10 29.5 - 23.5 L38x38x3.2 0.999 0.948 126.0 K=1.00

65 232 -471.74 1532.27 0.308

T11 23.5 - 17.5 L38x38x3.2 1.272 1.221 162.3 K=1.00

39 232 -530.66 923.67 0.575

T12 17.5 - 10 L64x64x4.8 0.700 0.649 51.6 K=1.00

166 582 -504.24 9848.17 0.051

T13 10 - 0 L64x64x4.8 0.700 0.649 51.6 K=1.00

166 582 -517.42 9848.17 0.053


Section No.

Elevation

m

Size

L

m

Lu

m

Kl/r

Fa

MPa

A

mm2

Actual P kg

Allow. Pa kg

Ratio P Pa

T12 17.5 - 10 L64x64x4.8 1.400 1.349 107.3 K=1.00

89 582 -504.24 5305.76 0.095

T13 10 - 0 L64x64x4.8 1.400 1.349 107.3 K=1.00

89 582 -517.42 5305.76 0.098


Section No.

Elevation

m

Size

L

m

Lu

m

Kl/r

Fa

MPa

A

mm2

Actual P kg

Allow. Pa kg

Ratio P Pa


HIPOTESIS 2

Page 35 of 48



Date 13:08:41 01/26/11




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 17.5 - 10 L64x64x4.8 2.100 2.049 163.0 K=1.00

39 582 -504.24 2300.03 0.219

T13 10 - 0 L64x64x4.8 2.100 2.049 163.0 K=1.00

39 582 -517.42 2300.03 0.225


Section No.

Elevation

m

Size

L

m

Lu

m

Kl/r

Fa

MPa

A

mm2

Actual P kg

Allow. Pa kg

Ratio P Pa

T12 17.5 - 10 L64x64x4.8 2.800 2.749 218.7 K=1.00

22 582 -504.24 1277.87 0.395

T13 10 - 0 L64x64x4.8 2.800 2.749 218.7 K=1.00

22 582 -517.42 1277.87 0.405


Section No.

Elevation

m

Size

L

m

Lu

m

Kl/r

Fa

MPa

A

mm2

Actual P kg

Allow. Pa kg

Ratio P Pa

T9 37 - 29.5 L38x38x3.2 1.274 1.199 159.4 K=1.00

41 232 -296.16 958.58 0.309

T10 29.5 - 23.5 L51x51x3.2 1.886 1.785 176.8 K=1.00

33 312 -445.35 1049.53 0.424

T11 23.5 - 17.5 L51x51x3.2 2.062 1.978 195.9 K=1.00

27 312 -430.14 854.61 0.503

T12 17.5 - 10 L64x64x4.8 1.723 1.620 128.8 K=1.00

62 582 -620.54 3681.76 0.169

T13 10 - 0 L64x64x4.8 2.074 1.882 149.7 K=1.00

46 582 -766.51 2726.63 0.281


Section No.

Elevation

m

Size

L

m

Lu

m

Kl/r

Fa

MPa

A

mm2

Actual P kg

Allow. Pa kg

Ratio P Pa

T12 17.5 - 10 L64x64x4.8 2.152 2.081 165.5 K=1.00

38 582 -387.48 2230.71 0.174

T13 10 - 0 L64x64x4.8 2.349 2.252 179.1 K=1.00

32 582 -434.03 1904.69 0.228


HIPOTESIS 2

Page 36 of 48



Date 13:08:41 01/26/11





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 17.5 - 10 L64x64x4.8 2.696 2.635 209.6 K=1.00

23 582 -323.72 1390.72 0.233

T13 10 - 0 L64x64x4.8 2.777 2.704 215.0 K=1.00

22 582 -342.11 1321.18 0.259


Section No.

Elevation

m

Size

L

m

Lu

m

Kl/r

Fa

MPa

A

mm2

Actual P kg

Allow. Pa kg

Ratio P Pa

T12 17.5 - 10 L64x64x4.8 3.300 3.243 258.0 K=1.00

15 582 -304.93 918.20 0.332

KL/R > 250 (C) - 637 T13 10 - 0 L64x64x4.8 3.300 3.236 257.3

K=1.00 16 582 -304.86 922.53 0.330

KL/R > 250 (C) - 752


Section No.

Elevation

m

Size

L

m

Lu

m

Kl/r

Fa

MPa

A

mm2

Actual P kg

Allow. Pa kg

Ratio P Pa

T9 37 - 29.5 L44x44x3.2 1.220 1.220 138.5 K=1.00

54 272 -30.56 1490.45 0.021

T10 29.5 - 23.5 L44x44x3.2 1.413 1.413 160.4 K=1.00

40 272 -15.95 1110.89 0.014

T11 23.5 - 17.5 L51x51x4.8 1.799 1.799 179.8 K=1.00

32 461 -12.13 1498.66 0.008

T12 17.5 - 10 L64x64x4.8 0.990 0.990 78.7 K=1.00

133 582 -79.72 7876.09 0.010

T13 10 - 0 L64x64x4.8 0.990 0.990 78.7 K=1.00

133 582 -49.05 7876.09 0.006


Section No.

Elevation

m

Size

L

m

Lu

m

Kl/r

Fa

MPa

A

mm2

Actual P kg

Allow. Pa kg

Ratio P Pa

T12 17.5 - 10 L64x64x4.8 1.980 1.980 157.5 K=1.00

42 582 -26.30 2463.86 0.011

T13 10 - 0 L64x64x4.8 1.980 1.980 157.5 K=1.00

42 582 -30.34 2463.86 0.012


HIPOTESIS 2

Page 37 of 48



Date 13:08:41 01/26/11




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

T12 17.5 - 10 L64x64x4.8 2.970 2.970 236.2 K=1.00

18 582 -18.21 1095.04 0.017

T13 10 - 0 L64x64x4.8 2.970 2.970 236.2 K=1.00

18 582 -31.25 1095.04 0.029


Section No.

Elevation

m

Size

L

m

Lu

m

Kl/r

Fa

MPa

A

mm2

Actual P kg

Allow. Pa kg

Ratio P Pa

T12 17.5 - 10 L64x64x4.8 3.960 3.960 314.9 K=1.00

10 582 -11.28 615.96 0.018

KL/R > 250 (C) - 705 T13 10 - 0 L64x64x4.8 3.960 3.960 314.9

K=1.00 10 582 -20.35 615.96 0.033

KL/R > 250 (C) - 818

Redundant Hip Diagonal Design Data (Compression)

Section No.

Elevation

m

Size

L

m

Lu

m

Kl/r

Fa

MPa

A

mm2

Actual P kg

Allow. Pa kg

Ratio P Pa

T11 23.5 - 17.5 L64x64x4.8 3.275 3.275 260.5 K=1.00

15 582 -8.44 900.46 0.009

KL/R > 250 (C) - 550 T12 17.5 - 10 L76x76x6.4 2.132 2.132 141.8

K=1.00 51 929 -104.08 4851.17 0.021

T13 10 - 0 L76x76x6.4 4.071 4.071 270.7 K=1.00

14 929 -30.71 1330.88 0.023

KL/R > 250 (C) - 785

Inner Bracing Design Data (Compression)

Section No.

Elevation

m

Size

L

m

Lu

m

Kl/r

Fa

MPa

A

mm2

Actual P kg

Allow. Pa kg

Ratio P Pa


HIPOTESIS 2

Page 38 of 48



Date 13:08:41 01/26/11




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 - 61 L51x51x3.2 0.849 0.785 77.7 K=1.00

120 312 -0.39 3818.82 0.000

T3 60 - 54.4 L51x51x3.2 1.881 1.817 180.0 K=1.00

32 312 -19.47 1012.82 0.019

T5 50.2 - 46 L51x51x3.2 1.881 1.779 176.2 K=1.00

33 312 -15.64 1056.66 0.015

T6 46 - 44 L51x51x3.2 1.881 1.779 176.2 K=1.00

33 312 -31.34 1056.66 0.030

T9 37 - 29.5 L51x51x6.4 4.879 4.777 481.0 K=1.00

4 605 -106.16 274.57 0.387

KL/R > 250 (C) - 302 T10 29.5 - 23.5 L51x51x4.8 4.879 4.777 477.4

K=1.00 5 461 -49.03 212.52 0.231*

KL/R > 250 (C) - 443 T11 23.5 - 17.5 L51x51x4.8 3.598 3.598 359.5

K=1.00 8 461 -11.80 374.66 0.031

KL/R > 250 (C) - 554 T12 17.5 - 10 L51x51x4.8 7.969 7.867 786.1

K=1.00 2 461 -35.23 78.37 0.450

* DL controls

Tension Checks

Leg Design Data (Tension)

Section No.

Elevation

m

Size

L

m

Lu

m

Kl/r

Fa

MPa

A

mm2

Actual P kg

Allow. Pa kg

Ratio P Pa

T1 66 - 61 L64x64x6 5.000 1.000 51.2 224 526 3481.12 12014.53 0.290

T2 61 - 60 L64x64x6 1.125 0.563 28.8 224 526 3051.88 12014.53 0.254

T3 60 - 54.4 L64x64x6 5.600 1.400 71.7 224 526 7609.47 12014.53 0.633

T4 54.4 - 50.2 L102x102x6 4.200 1.400 44.1 224 969 13582.24 22149.51 0.613

T5 50.2 - 46 L102x102x8 4.200 1.400 44.5 224 1196 21150.11 27318.33 0.774

T6 46 - 44 L76x76x6 2.080 1.040 44.0 224 647 15415.70 14778.63 1.043

T7 44 - 39 L102x102x8 5.000 1.250 39.7 224 1196 21744.45 27318.33 0.796

T8 39 - 37 L102x102x8 2.204 1.102 35.0 224 1196 20261.84 27318.33 0.742

T9 37 - 29.5 L102x102x8 7.500 0.938 29.8 224 1196 23767.75 27318.33 0.870

T10 29.5 - 23.5 2L102x102x9.5 6.050 1.512 48.4 224 3267 27739.00 74648.62 0.372


HIPOTESIS 2

Page 39 of 48



Date 13:08:41 01/26/11




Section No.

Elevation

m

Size

L

m

Lu

m

Kl/r

Fa

MPa

A

mm2

Actual P kg

Allow. Pa kg

Ratio P Pa

T11 23.5 - 17.5 2L102x102x9.5 6.050 1.512 48.4 224 3267 30410.61 74648.62 0.407

T12 17.5 - 10 2L102x102x9.5 7.562 1.512 48.4 224 3267 28849.44 74648.62 0.386

T13 10 - 0 2L102x102x9.5 10.083 2.017 64.5 224 3267 28588.17 74648.62 0.383

Diagonal Design Data (Tension)

Section No.

Elevation

m

Size

L

m

Lu

m

Kl/r

Fa

MPa

A

mm2

Actual P kg

Allow. Pa kg

Ratio P Pa

T1 66 - 61 L51x51x4.8 1.166 0.521 33.3 224 278 621.19 6350.48 0.098

T2 61 - 60 L51x51x4.8 0.611 0.572 36.5 224 278 1084.08 6350.48 0.171

T3 60 - 54.4 L51x51x4.8 1.931 0.919 58.7 224 278 844.40 6350.48 0.133

T4 54.4 - 50.2 L51x51x4.8 1.931 0.892 56.9 224 278 1139.41 6350.48 0.179

T5 50.2 - 46 L51x51x4.8 1.931 0.892 56.9 224 278 1515.11 6350.48 0.239

T6 46 - 44 L76x76x6.4 1.218 1.166 49.4 224 606 5163.52 13848.04 0.373

T7 44 - 39 L64x64x4.8 1.645 1.567 79.3 224 368 2274.17 8418.00 0.270

T8 39 - 37 L76x76x6.4 1.501 1.442 61.1 224 606 5048.03 13848.04 0.365

T9 37 - 29.5 L76x76x6.4 2.548 1.274 53.9 224 606 2916.89 13848.04 0.211

T10 29.5 - 23.5 L76x76x6.4 3.773 1.886 79.9 224 606 1096.55 13848.04 0.079

T11 23.5 - 17.5 L76x76x6.4 4.125 2.062 87.3 224 606 1241.50 13848.04 0.090

T12 17.5 - 10 L102x102x6.4 8.041 1.608 50.7 224 848 5437.67 19376.20 0.281

T13 10 - 0 L76x76x6.4 10.967 2.193 92.9 224 606 5582.86 13848.04 0.403

Horizontal Design Data (Tension)

Section No.

Elevation

m

Size

L

m

Lu

m

Kl/r

Fa

MPa

A

mm2

Actual P kg

Allow. Pa kg

Ratio P Pa

T2 61 - 60 L51x51x4.8 0.965 0.901 57.5 224 289 20.04 6609.61 0.003


HIPOTESIS 2

Page 40 of 48



Date 13:08:41 01/26/11




Section No.

Elevation

m

Size

L

m

Lu

m

Kl/r

Fa

MPa

A

mm2

Actual P kg

Allow. Pa kg

Ratio P Pa

T6 46 - 44 L51x51x4.8 1.735 0.829 52.9 224 278 45.69 6350.48 0.007

T7 44 - 39 L51x51x4.8 2.140 2.038 130.1 224 278 145.64 6350.48 0.023

T8 39 - 37 L51x51x6.4 2.795 2.693 174.1 224 363 65.95 8297.75 0.008

T9 37 - 29.5 L51x51x4.8 3.450 1.674 106.8 224 278 111.37 6350.48 0.018

T10 29.5 - 23.5 L76x76x6.4 3.996 1.947 82.4 224 606 134.98 13848.04 0.010

T11 23.5 - 17.5 L76x76x6.4 5.088 2.493 105.6 224 606 55.80 13848.04 0.004

Top Girt Design Data (Tension)

Section No.

Elevation

m

Size

L

m

Lu

m

Kl/r

Fa

MPa

A

mm2

Actual P kg

Allow. Pa kg

Ratio P Pa

T1 66 - 61 L51x51x4.8 0.600 0.536 34.2 224 278 19.21 6350.48 0.003

T2 61 - 60 L51x51x4.8 0.600 0.536 34.2 224 278 626.00 6350.48 0.099

T3 60 - 54.4 L51x51x4.8 1.330 1.266 80.8 224 278 1002.80 6350.48 0.158

T4 54.4 - 50.2 L51x51x4.8 1.330 1.266 80.8 224 278 433.71 6350.48 0.068

T5 50.2 - 46 L51x51x4.8 1.330 1.228 78.4 224 278 710.12 6350.48 0.112

T6 46 - 44 L51x51x4.8 1.330 1.228 78.4 224 278 13.35 6350.48 0.002

T7 44 - 39 L51x51x6.4 2.140 2.064 133.4 224 363 4755.06 8297.75 0.573

T8 39 - 37 L51x51x6.4 2.140 2.038 131.8 224 363 2629.87 8297.75 0.317

T9 37 - 29.5 L102x102x6.4 3.450 3.348 105.5 224 848 5449.28 19376.20 0.281

T10 29.5 - 23.5 L64x64x4.8 3.450 3.348 169.4 224 368 654.15 8418.00 0.078

T12 17.5 - 10 L76x76x6.4 5.635 5.533 234.2 224 606 1945.91 13848.04 0.141

T13 10 - 0 L102x102x6.4 7.000 3.449 108.6 224 848 57.97 19376.20 0.003



HIPOTESIS 2

Page 41 of 48



Date 13:08:41 01/26/11




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 37 - 29.5 L38x38x3.2 0.863 0.812 68.7 207 232 401.04 4890.32 0.082

T10 29.5 - 23.5 L38x38x3.2 0.999 0.948 80.3 207 232 471.74 4890.32 0.096

T11 23.5 - 17.5 L38x38x3.2 1.272 1.221 103.4 207 232 530.66 4890.32 0.109

T12 17.5 - 10 L64x64x4.8 0.700 0.649 32.9 207 582 504.24 12274.21 0.041

T13 10 - 0 L64x64x4.8 0.700 0.649 32.9 207 582 517.42 12274.21 0.042


Section No.

Elevation

m

Size

L

m

Lu

m

Kl/r

Fa

MPa

A

mm2

Actual P kg

Allow. Pa kg

Ratio P Pa

T12 17.5 - 10 L64x64x4.8 1.400 1.349 68.3 207 582 504.24 12274.21 0.041

T13 10 - 0 L64x64x4.8 1.400 1.349 68.3 207 582 517.42 12274.21 0.042


Section No.

Elevation

m

Size

L

m

Lu

m

Kl/r

Fa

MPa

A

mm2

Actual P kg

Allow. Pa kg

Ratio P Pa

T12 17.5 - 10 L64x64x4.8 2.100 2.049 103.7 207 582 504.24 12274.21 0.041

T13 10 - 0 L64x64x4.8 2.100 2.049 103.7 207 582 517.42 12274.21 0.042


Section No.

Elevation

m

Size

L

m

Lu

m

Kl/r

Fa

MPa

A

mm2

Actual P kg

Allow. Pa kg

Ratio P Pa

T12 17.5 - 10 L64x64x4.8 2.800 2.749 139.1 207 582 504.24 12274.21 0.041

T13 10 - 0 L64x64x4.8 2.800 2.749 139.1 207 582 517.42 12274.21 0.042


HIPOTESIS 2

Page 42 of 48



Date 13:08:41 01/26/11





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 37 - 29.5 L38x38x3.2 1.274 1.199 101.5 207 232 296.16 4890.32 0.061

T10 29.5 - 23.5 L51x51x3.2 1.886 1.785 112.2 207 312 445.35 6591.29 0.068

T11 23.5 - 17.5 L51x51x3.2 2.062 1.978 124.4 207 312 430.14 6591.29 0.065

T12 17.5 - 10 L64x64x4.8 1.723 1.620 82.0 207 582 620.54 12274.21 0.051

T13 10 - 0 L64x64x4.8 2.074 1.882 95.2 207 582 766.51 12274.21 0.062


Section No.

Elevation

m

Size

L

m

Lu

m

Kl/r

Fa

MPa

A

mm2

Actual P kg

Allow. Pa kg

Ratio P Pa

T12 17.5 - 10 L64x64x4.8 2.152 2.081 105.3 207 582 387.48 12274.21 0.032

T13 10 - 0 L64x64x4.8 2.349 2.252 114.0 207 582 434.03 12274.21 0.035


Section No.

Elevation

m

Size

L

m

Lu

m

Kl/r

Fa

MPa

A

mm2

Actual P kg

Allow. Pa kg

Ratio P Pa

T12 17.5 - 10 L64x64x4.8 2.696 2.635 133.4 207 582 323.72 12274.21 0.026

T13 10 - 0 L64x64x4.8 2.777 2.704 136.8 207 582 342.11 12274.21 0.028


Section No.

Elevation

m

Size

L

m

Lu

m

Kl/r

Fa

MPa

A

mm2

Actual P kg

Allow. Pa kg

Ratio P Pa

T12 17.5 - 10 L64x64x4.8 3.300 3.243 164.1 207 582 304.93 12274.21 0.025

T13 10 - 0 L64x64x4.8 3.300 3.236 163.7 207 582 304.86 12274.21 0.025


HIPOTESIS 2

Page 43 of 48



Date 13:08:41 01/26/11





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 37 - 29.5 L44x44x3.2 1.220 1.220 88.0 207 272 38.96 5740.80 0.007

T10 29.5 - 23.5 L44x44x3.2 1.413 1.413 101.9 207 272 10.75 5740.80 0.002

T11 23.5 - 17.5 L51x51x4.8 1.799 1.799 114.8 207 461 7.19 9729.56 0.001

T12 17.5 - 10 L64x64x4.8 0.990 0.990 50.1 207 582 78.61 12274.21 0.006

T13 10 - 0 L64x64x4.8 0.990 0.990 50.1 207 582 12.80 12274.21 0.001


Section No.

Elevation

m

Size

L

m

Lu

m

Kl/r

Fa

MPa

A

mm2

Actual P kg

Allow. Pa kg

Ratio P Pa

T12 17.5 - 10 L64x64x4.8 1.980 1.980 100.2 207 582 20.97 12274.21 0.002

T13 10 - 0 L64x64x4.8 1.980 1.980 100.2 207 582 9.42 12274.21 0.001


Section No.

Elevation

m

Size

L

m

Lu

m

Kl/r

Fa

MPa

A

mm2

Actual P kg

Allow. Pa kg

Ratio P Pa

T12 17.5 - 10 L64x64x4.8 2.970 2.970 150.3 207 582 14.96 12274.21 0.001

T13 10 - 0 L64x64x4.8 2.970 2.970 150.3 207 582 15.45 12274.21 0.001


Section No.

Elevation

m

Size

L

m

Lu

m

Kl/r

Fa

MPa

A

mm2

Actual P kg

Allow. Pa kg

Ratio P Pa

T12 17.5 - 10 L64x64x4.8 3.960 3.960 200.4 207 582 2.63 12274.21 0.000

T13 10 - 0 L64x64x4.8 3.960 3.960 200.4 207 582 1.87 12274.21 0.000


HIPOTESIS 2

Page 44 of 48



Date 13:08:41 01/26/11




Redundant Hip Diagonal Design Data (Tension)

Section No.

Elevation

m

Size

L

m

Lu

m

Kl/r

Fa

MPa

A

mm2

Actual P kg

Allow. Pa kg

Ratio P Pa

T11 23.5 - 17.5 L64x64x4.8 3.275 3.275 165.7 207 582 6.92 12274.21 0.001

T12 17.5 - 10 L76x76x6.4 2.132 2.132 90.3 207 929 99.48 19595.20 0.005

T13 10 - 0 L76x76x6.4 2.602 2.602 110.2 207 929 78.24 19595.20 0.004

Inner Bracing Design Data (Tension)

Section No.

Elevation

m

Size

L

m

Lu

m

Kl/r

Fa

MPa

A

mm2

Actual P kg

Allow. Pa kg

Ratio P Pa

T1 66 - 61 L51x51x3.2 0.849 0.785 49.4 207 312 0.39 6591.29 0.000

T3 60 - 54.4 L51x51x3.2 1.881 1.817 114.3 207 312 30.49 6591.29 0.005*

T5 50.2 - 46 L51x51x3.2 1.881 1.779 111.9 207 312 38.37 6591.29 0.006

T6 46 - 44 L51x51x3.2 1.227 1.125 70.7 207 312 14.78 6591.29 0.002

T9 37 - 29.5 L51x51x6.4 4.879 4.777 308.8 207 605 167.33 12764.09 0.013*

T10 29.5 - 23.5 L51x51x4.8 4.879 4.777 304.8 207 461 17.52 9729.56 0.002

T11 23.5 - 17.5 L51x51x4.8 3.598 3.598 229.6 207 461 7.99 9729.56 0.001

T12 17.5 - 10 L51x51x4.8 7.969 7.867 502.0 207 461 74.68 9729.56 0.008*

L/R > 500 (T) - 595

* DL controls

Section Capacity Table Section

No. Elevation

m Component

Type Size Critical

Element P kg

SF*Pallow kg

% Capacity

Pass Fail

T1 66 - 61 Leg L64x64x6 3 -3673.22 13653.41 26.9 Pass Diagonal L51x51x4.8 18 621.19 8465.18 7.3

8.0 (b) Pass

Top Girt L51x51x4.8 9 19.21 8465.18 0.2 0.2 (b)

Pass

Inner Bracing L51x51x3.2 6 -0.39 5090.48 0.0 Pass T2 61 - 60 Leg L64x64x6 51 3051.88 16015.37 19.1 Pass


HIPOTESIS 2

Page 45 of 48



Date 13:08:41 01/26/11




Section No.

Elevation m

Component Type


P kg

SF*Pallow kg

% Capacity

Pass Fail

Diagonal L51x51x4.8 71 1084.08 8465.18 12.8 14.6 (b)

Pass

Horizontal L51x51x4.8 62 -29.14 10001.93 0.3 2.5 (b)

Pass

Top Girt L51x51x4.8 55 626.00 8465.18 7.4 8.7 (b)

Pass

T3 60 - 54.4 Leg L64x64x6 81 -8252.21 8526.43 96.8 Pass Diagonal L51x51x4.8 92 -868.69 7147.19 12.2 Pass Top Girt L51x51x4.8 85 -918.04 4030.90 22.8 Pass Inner Bracing L51x51x3.2 84 -19.47 1350.09 1.4 Pass

T4 54.4 - 50.2 Leg L102x102x6 123 -14323.77 21764.64 65.8 Pass Diagonal L51x51x4.8 133 -1161.91 7405.19 15.7 Pass Top Girt L51x51x4.8 127 433.71 8465.18 5.1

5.6 (b) Pass

T5 50.2 - 46 Leg L102x102x8 155 -22240.82 30469.02 73.0 Pass Diagonal L51x51x4.8 167 -1561.30 7405.19 21.1 Pass Top Girt L51x51x4.8 161 710.12 8465.18 8.4

9.1 (b) Pass


Diagonal L76x76x6.4 205 -5479.58 13816.12 39.7 70.3 (b)

Pass

Horizontal L51x51x4.8 200 -73.57 7968.05 0.9 2.0 (b)

Pass

Top Girt L51x51x4.8 196 -40.11 8358.28 0.5 0.5 (b)

Pass



4.6 (b) Pass

Top Girt L51x51x6.4 226 -4326.41 4757.91 90.9 Pass T8 39 - 37 Leg L102x102x8 272 -22226.12 34213.06 65.0 Pass

Diagonal L76x76x6.4 282 -5261.58 7635.80 68.9 Pass Horizontal L51x51x6.4 287 -148.94 2793.51 5.3 Pass Top Girt L51x51x6.4 276 -3309.19 4877.23 67.8 Pass

T9 37 - 29.5 Leg L102x102x8 300 -26735.79 36078.68 74.1 Pass Diagonal L76x76x6.4 324 -3028.50 15717.95 19.3

25.9 (b) Pass

Horizontal L51x51x4.8 308 -159.72 2306.74 6.9 Pass Top Girt L102x102x6.4 304 -5004.44 15239.26 32.8

69.9 (b) Pass


L38x38x3.2 320 -401.04 2787.46 14.4 Pass


L38x38x3.2 321 -296.16 1277.79 23.2 Pass


L44x44x3.2 372 -30.56 1986.76 1.5 Pass


Diagonal L76x76x6.4 459 -1167.42 8262.15 14.1 15.0 (b)

Pass

Horizontal L76x76x6.4 455 -195.60 7752.92 2.5 5.3 (b)

Pass


Bracing L38x38x3.2 460 -471.74 2042.52 23.1 Pass


L51x51x3.2 496 -445.35 1399.02 31.8 Pass


L44x44x3.2 512 -15.95 1480.81 1.1 Pass


HIPOTESIS 2

Page 46 of 48



Date 13:08:41 01/26/11




Section No.

Elevation m

Component Type


P kg

SF*Pallow kg

% Capacity

Pass Fail



3.9 (b) Pass


L38x38x3.2 529 -530.66 1231.25 43.1 Pass


L51x51x3.2 569 -430.14 1139.20 37.8 Pass


L51x51x4.8 551 -12.13 1997.71 0.6 Pass


L64x64x4.8 550 -8.44 1200.31 0.7 Pass

Inner Bracing L51x51x4.8 554 -11.80 499.43 2.4 Pass T12 17.5 - 10 Leg 2L102x102x9.5 592 -33478.39 80506.44 41.6

48.5 (b) Pass

Diagonal L102x102x6.4 620 -6588.16 24514.35 26.9 84.6 (b)

Pass


Bracing L64x64x4.8 648 -504.24 13127.61 3.8 Pass


L64x64x4.8 631 -504.24 7072.58 7.1 Pass


L64x64x4.8 651 -504.24 3065.94 16.4 Pass


L64x64x4.8 635 -504.24 1703.41 29.6 Pass


L64x64x4.8 650 -620.54 4907.79 12.6 Pass


L64x64x4.8 634 -387.48 2973.54 13.0 Pass


L64x64x4.8 636 -323.72 1853.83 17.5 Pass


L64x64x4.8 637 -304.93 1223.96 24.9 Pass


L64x64x4.8 700 -79.72 10498.83 0.8 Pass


L64x64x4.8 693 -26.30 3284.32 0.8 Pass


L64x64x4.8 703 -18.21 1459.69 1.2 Pass


L64x64x4.8 705 -11.28 821.08 1.4 Pass


L76x76x6.4 640 -104.08 6466.61 1.6 Pass

Inner Bracing L51x51x4.8 594 -35.23 104.47 33.7 Pass T13 10 - 0 Leg 2L102x102x9.5 715 -34353.74 68773.43 50.0

50.1 (b) Pass

Diagonal L76x76x6.4 744 -6845.89 14206.96 48.2 87.9 (b)

Pass

Top Girt L102x102x6.4 619 -244.57 14585.88 1.7 3.1 (b)

Pass


L64x64x4.8 745 -517.42 13127.61 3.9 Pass


L64x64x4.8 746 -517.42 7072.58 7.3 Pass


L64x64x4.8 748 -517.42 3065.94 16.9 Pass


L64x64x4.8 750 -517.42 1703.41 30.4 Pass

Redund Diag 1 L64x64x4.8 747 -766.51 3634.59 21.1 Pass


HIPOTESIS 2

Page 47 of 48



Date 13:08:41 01/26/11




Section No.

Elevation m

Component Type


P kg

SF*Pallow kg

% Capacity

Pass Fail

Bracing Redund Diag 2

Bracing L64x64x4.8 766 -434.03 2538.95 17.1 Pass


L64x64x4.8 751 -342.11 1761.14 19.4 Pass


L64x64x4.8 769 -304.86 1229.73 24.8 Pass


L64x64x4.8 813 -49.05 10498.83 0.5 Pass


L64x64x4.8 814 -30.34 3284.32 0.9 Pass


L64x64x4.8 816 -31.25 1459.69 2.1 Pass


L64x64x4.8 818 -20.35 821.08 2.5 Pass


L76x76x6.4 785 -30.71 1774.06 1.7 Pass

Summary Leg (T3) 96.8 Pass Diagonal

(T13) 87.9 Pass

Horizontal (T9)

6.9 Pass

Top Girt (T7)

90.9 Pass


43.1 Pass


7.3 Pass


16.9 Pass


30.4 Pass


37.8 Pass


17.1 Pass


19.4 Pass


24.9 Pass


(T9)

1.5 Pass

Redund Hip 0.9 Pass


HIPOTESIS 2

Page 48 of 48



Date 13:08:41 01/26/11




Section No.

Elevation m

Component Type


P kg

SF*Pallow kg

% Capacity

Pass Fail

2 Bracing (T13)


(T13)

2.1 Pass


(T13)

2.5 Pass

Redund Hip Diagonal Bracing (T13)

1.7 Pass

Inner Bracing (T12)

33.7 Pass

Bolt Checks 87.9 Pass RATING = 96.8 Pass

Program Version 5.3.1.0 - 1/16/2009 File:C:/Proyectos 2010/Instatel Evaluaciones Estructural/07 La Popa TCSV 60 m/Risa Tower La Popa Hipotesis 2/TCSV 60 M LA POPA Hipotesis 2.eri

CIMENTACION

ESTACION: LA POPA

HIPOTESIS 2

TORRE CUADRADA DE 60 + 6 M SECCION VARIABLE

Enero 26 de 2011

TOWER

FOUNDATIONS

Cliente: RTVC - TELEFONICA TELECOMEstructura: TORRE CUADRADA SECCION VARIABLE DE 60 + 6 M

ESTACION BASE: LA POPA HIPOTESIS 2Municipio: CARTAGENA - BOLIVARSitio: CERRO LA POPA


P

LD V

E Nivel terreno HD Dado


LC H K=1- sen φ

Fuste f

HC CP Campana

B

PARAMETROS DEL CAISSONPROFUNDIDAD FRICCION PUNTA

SUELO CL CL

ANGULO DE FRICCION INTERNA DEL SUELO 1° 1° O

K 0,982547 0,982547

TOWER

FOUNDATIONS





PARAMETROS DE DISEÑO

ESFUERZO ADMISIBLE DEL TERRENO Qadm 2,72 kPa

COHESION Cu 1,5 kPa

PESO UNITARIO DEL CONCRETO γc 24 kN/m³

PESO UNITARIO DEL SUELO γs 16 kN/m³

ESFUERZO DE FLUENCIA DEL ACERO Fy 420 Mpa

RESISTENCIA DEL CONCRETO f`c 21 Mpa

MODULO DE ELASTICIDAD DEL CONCRETO Ec 18500 Mpa

CARGAS DE TRABAJO

HIPOTESIS 1 2







VIGAS DE ENLACE N


CARGAS DE DISEÑO

HIPOTESIS 1 2








TOWER

FOUNDATIONS





ANALISIS DE ESTABILIDAD

ALTURA DEL CIMIENTO SOBRE EL SUELO E 0,20 m

LADO MAYOR DE LA CAMPANA B 3,60 m

LADO DEL FUSTE b 1,15 m

PROFUNDIDAD DE LA CIMENTACION H 8,00 m

LADO DEL DADO LD 1,15 m

PROFUNDIDAD DEL DADO HD 1,00 m

PROFUNDIDAD DE CAMPANA HC 1,00 m

PEDESTAL DE CAMPANA CP 0,50 m

RECUBRIMIENTO DEL ACERO REC 0,10 m

INERCIA DE LA SECCION I 4,471 m4

ANALISIS DE CIMENTACIONVOLUMEN DADO Vd 1,32

VOLUMEN DEL FUSTE Vf 7,48

VOLUMEN PEDESTAL CAMPANA Vpc 5,09

VOLUMEN CONO Vvc 2,80

VOLUMEN DE CONCRETO Vc 16,7 m³

VOLUMEN DE EXCAVACION Vexc 15,39 m³

PESO DE LA CIMENTACION Wp 2138,0 kN

CARGAS AXIALESRELACION PROFUNDIDAD DIAMETRO D/B 2,22

FACTOR DE CAPACIDAD A COMPRESION Nc 5,74

AREA DE LA BASE Ab 12,96 m²

RESISTENCIA ULTIMA POR PUNTA Qb 109,35 kN

FACTOR DE ADHESION a 0,30

AREA PERIMETRAL Ap 28,80 m²

RESISTENCIA ULTIMA POR FRICCION Qs 12,70 kN

RESISTENCIA ULTIMA TOTAL A COMPRESION Qp 122,05 kN

FACTOR DE SEGURIDAD A COMPRESION FS 2,49

RESISTENCIA ULTIMA TOTAL A ARRANCAMIENTO Qu 2138,02 kN

FACTOR DE SEGURIDAD A ARRANCAMIENTO FS 1,53

MOMENTO DE VUELCO Mv 3673,65 kN

MOMENTO RESISTENTE Mr 5741,95 kN

FACTOR DE SEGURIDAD A VOLCAMIENTO FS 1,56

TOWER

FOUNDATIONS





CARGAS HORIZONTALES




CARGA HORIZONTAL RESULTANTE ULTIMA SRU 135,82 kN

MODULO DE REACCION Ks 240,00 kN/m³

FACTOR DE RIGIDEZ R 4,50 m

RELACION PROFUNDIDAD - RIGIDEZ D/R 1,78RELACION PROFUNDIDAD RIGIDEZ D/R 1,78

PILASTRA RIGIDA



G 4,10 m

PROFUNDIDAD MINIMA DE LA PILASTRA Dmin 4,50 m

CIMENTACION RIGIDA

MAXIMA CARGA HORIZONTAL SRMAX 376,06 kN

FACTOR DE SEGURIDAD FS 1,85

DESPLAZAMIENTO LATERAL

CRITERIO DE RIGIDEZ b = 0.707/R b 0,16 m-1

PILASTRA RIGIDA

DESPLAZAMIENTO LATERAL d 0,001 m

DISEÑO CONCRETO REFORZADO




CARGA MAXIMA DE ARRANQUE Qu 650,87 kN


LOCALIZACION PUNTO MAXIMO DE MOMENTO F 0,12 m


TOWER

FOUNDATIONS





REFUERZO LONGITUDINAL FUSTE


Φ 2,54 cm

AREA Asi 5,07 cm2

CANTIDAD 28,00


CUANTIA ρ 0,0107

RADIO DEL REFUERZO r 1,039 m

INERCIA DE LA SECCION Ixx 14575052 cm4

MODULO DE LA SECCION Sxx 2484000 cm3

ESFUERZO MAXIMO SOBRE EL REFUERZO/FLEXION Ff 1324,20 Mpa

ESFUERZO MAXIMO SOBRE EL REFUERZO/TENSION Ft 39,73 Mpa

ESFUERZO MAXIMO SOBRE EL REFUERZO/TOTAL F 1363,92 Mpa

ESFUERZO ULTIMO < 0.9 Fy si

REFUERZO LONGITUDINAL DEL DADO


Φ 2,54 cm

AREA Asi 5,07 cm2

CANTIDAD 48,00


CUANTIA ρ 0,0184

TOWER

FOUNDATIONS





1,15

0,20 Dado 1,20

GEOMETRIA DE LA PILA

1,158,00

Fuste

1,00 Campana 0,50

3,60

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