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DOLMEN Integración de Proyectos
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Radio Televisión Nacional de Colombia.
MEMORIAS DE CÁLCULO
ESTRUCTURAL.
TORRE CUADRADA H=65.0m SECCION VARIABLE.
ANCHO DE PATA = 12.900m
ESTACION BASE: SIMON BOLIVAR. Ubicada en San Andres - Islas.
Departamento de San Andres.
Septiembre 2013.
INFORME TECNICO. Condición Actual Se requiere refuerzo.
Eficiencia General Condición Nueva + Refuerzo: Montantes 67.9%, Diagonales 68.2%, Horizontales 58.6% y Tornillos 59.4%.
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INDICE
PAG. 1.0 Introducción 2 2.0 Cargas muertas 4 3.0 Cargas vivas 4 4.0 Cargas de viento 4 5.0 Análisis y diseño estructurales 5 6.0 Conclusiones 7.0 Recomendaciones 8.0 Chequeo de Cimentación
9.0 Inspección Técnica
Anexo A (Silueta de levantamiento – condición actual) Anexo b (Silueta de cálculo) Anexo A (Silueta de condición nueva + Refuerzo) Anexo C (Graficas de Deflexiones, Cables guía de onda y Esfuerzos)
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1.0 INTRODUCCION 1.1 OBJETO
El objeto de este documento es la verificación del diseño estructural de la torre metálica cuadrada de sección variable de 65.0 metros de altura. Ubicada en la estación: EB. SIMON BOLIVAR – San Andres Islas. Que soporta antenas RF y MW. La torre es de sección cuadrada, montantes, diagonales y horizontales a base de ángulos de lados iguales, el ancho de la pata es de 12.900 m. Esta medida es variable hasta llegar a una altura de 12.0 m, donde es 5.90 m. Continuando en sección variable hasta los 32.0 m, donde es 1.90 m. Continuando en sección constante hasta los 42.0 m. Continuando en sección variables hasta los 45 m, donde es 1.00 m. Continuando en sección constante hasta los 65.0 m.
CONDICION ACTUAL (Soportes y antenas existentes): 1 CARGA POR MANTENIMIENTO (4 personas) – NIVEL 99.0 m 1 ANTENA OMNI – NIVELES 62.0 m A 65.0m – B. 20 ANTENAS GRILLA TV (0.30x1.20m) – NIVEL 56.0 AL 59.0m – POR LAS CUATRO CARAS. 1 ANTENA MW Ø2.40m – NIVEL 52.5 m – A. 5 ANTENAS GRILLA TV (0.30x1.20m) – NIVEL 39.0 AL 42.0m – POR EL MONTANTE - B. 1 ANTENA GRIP Ø2.40m – NIVEL 38.5 m – A. 1 ANTENA MW Ø2.40m – NIVEL 34.5 m – A.
17 CABLES GUIA DE ONDA Ø1/2” PARA ANTENAS TV – D 3 CABLES GUIA DE ONDA Ø7/8” PARA ANTENAS MW – D
CONDICION FUTURA:
3 ANTENAS RF AT15-250 (0.483x0.983m) – NIVEL 65.0 m – B, C y D. 2 ANTENAS RF AT15-250 (0.483x0.983m) – NIVEL 64.0 m – C y D. 5 CABLES GUIA DE ONDA Ø1” PARA ANTENAS RF – D.
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PANORAMICA TC65m – ESTADO ACTUAL.
DOLMEN Integración de Proyectos
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SILUETA DE CALCULO CONDICION ACTUAL.
DOLMEN Integración de Proyectos
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SILUETA DE CALCULO CONDICION NUEVA.
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1.2 CODIGOS Y NORMAS
NSR-10 AISC TIA/EIA 222-F ASCE, Report 52 ANSI/ASCE 10-90 ANDREWS, Bulletin 1015F ASTM (normas aplicables) ACI 318 última edición AWS
1.3 MATERIALES ESTRUCTURALES
Perfiles estructurales de montantes: ASTM A-572 Gr. 50. Perfiles estructurales de diagonales, horizontales redundantes y laminas: ASTM A –36. Tornillos: ASTM A-394 T0. Tornillos de reemplazo en todas las uniones en el refuerzo ASTM A325 T1. Pernos de anclaje: SAE 1045. Soldadura: AWS.
1.4 DOCUMENTOS DE REFERENCIA
Esquemas de diseño del levantamiento de la estructura de la torre.
1.5 CARGAS Las siguientes cargas serán consideradas en el análisis estructural.
-Cargas muertas, CM, correspondientes a los pesos propios de la estructura, plataformas de operación, revestimientos y accesorios. -Cargas vivas, 4 personas de 80 Kg. Cada una por mantenimiento, CV. -Cargas de viento, CW. Las combinaciones de estas cargas para incluirlas en los análisis y diseños Estructurales estarán de acuerdo con la Norma TIA/EIA-222-F.
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1.6 SISTEMAS DE MEDIDA
Longitud m, mm Coordenadas m Áreas m2, cm2 Fuerza Kg. Presión kgm Esfuerzo kPa Momentos Kg-m Modulo kPa Propiedades mm Deflexiones mm
En caso contrario se indicara el tipo de unidad utilizado. De todas maneras las unidades empleadas para un evento determinado serán compatibles entre sí.
2.0 CARGAS MUERTAS, CM Las cargas muertas corresponderán a los pesos propios de los elementos estructurales, revestimiento, escaleras de acceso y guía de ondas, soportes de antenas y demás accesorios.
El cálculo de los pesos de los elementos estructurales los realiza internamente el programa, incluyendo un factor de 1.50, de sobre peso por elementos redundantes, platinas, tornillos y galvanizado, y lo distribuye sobre los nudos correspondientes.
3.0 CARGAS VIVAS La carga viva considerada consistirá en 4 personas de 80 Kg. Cada una por mantenimiento.
4.0 CARGAS DE VIENTO Las cargas de viento se calcularan de acuerdo a la norma TIA/EIA 222 F-1996.
Velocidad básica de viento, V = 130 KPH (Zona 5) Deflexiones se calculan con Velocidad de viento, V = 65 KPH.
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5.0 ANALISIS Y DISEÑOS ESTRUCTURALES
5.1 ANALISIS ESTRUTURAL
En la Fig. 1 del Anexo se presenta la silueta del análisis y diseño estructural de la torre cuadrada de 65.0 m. De altura, objeto de este documento. Se consideran siete hipótesis de carga:
1- Carga Muerta 2- Viento (130 KPH) Carga Muerta + Viento en dirección normal de una cara de la torre, dirección Z, ángulo de incidencia 0º. 3- Viento (130 KPH) Carga Muerta + Viento en dirección diagonal, sobre un vértice de la torre, ángulo de incidencia de 45º. 4- Viento (130 KPH) Caga Muerta + Viento en dirección normal de una cara de la torre, dirección Z, ángulo de incidencia 90º. 5- Viento (65 KPH) Carga Muerta + Viento en dirección normal de una cara de la torre, dirección Z, ángulo de incidencia 0º, con cargas de operación. 6- Viento (65 KPH) Carga Muerta + Viento en dirección diagonal, sobre un vértice de la torre, ángulo de incidencia de 45º, con cargas de operación. 7- Viento (65 KPH) Carga Muerta + Viento en dirección normal de una cara de la torre, dirección Z, ángulo de incidencia 90º, con cargas de operación.
Igualmente el ANEXO A se presentan los datos de entrada y los resultados del análisis estructural para los diferentes elementos que conforman la torre triangular, realizado por el programa para diseño de torres RISATower, Versión 5.4.1.8 – 8 de Abril de 2010, de RISA TECHNOLOGIES. También se incluye un control de deflexiones en la parte superior de la torre (Nivel 65.0 m) de tal manera que cumpla con el requisito de que, la deflexión en este punto, a 65 KPH, sea menor o igual a h/200.
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5.2 DISEÑOS ESTRUCTURALES Con base en el dimensionamiento y en los resultados de modelo, se evalúan las cargas máximas actuantes y admisibles en cada tramo, considerando los efectos simultáneos de Axial y de Flexión. Para una mayor precisión, se consideran también los efectos de segundo orden (P-Delta) En la fase, para el caso de cargas de diseño, se verifica que en los elementos estructurales no se sobrepasen sus capacidades admisibles de compresión y tracción establecidas por la norma. También se verifica que en las conexiones propuestas tampoco se sobrepasen sus capacidades admisibles de corte y aplastamiento establecidas por la norma.
Anexos: Silueta del levantamiento. Ver salida 1 – Condición Actual. Ver salida 2 – Condición Nueva Ver salida 3 – Condición Nueva + Refuerzo, datos de entrada y salida de los
resultados del análisis y los diseños.
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6.0 CONCLUSIONES: En la CONDICION ACTUAL, con las antenas relacionadas y las características
estructurales de la torre para una velocidad de viento de 130 Kph. Después del análisis y verificación de esfuerzos de los materiales de la estructura de la torre de 65.0m, de la estación: EB. SIMON BOLIVAR – San Andres Islas, tenemos: LA TORRE NO CUMPLE. Fallan los Diagonales T14, T13 y T12. Porcentaje máximo de utilización Diagonal (T13) 227.6% > 100%. NO.
PORCENTAJE DE USO DE ELEMENTOS CONDICION ACTUAL.
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Ver Salida 1 – Condición Actual.
En la CONDICION NUEVA, con las antenas relacionadas (Existentes) más tres (3) antenas RF AT15-250 (0.483x0.983m, en el nivel 65.0m, dos (2) antenas RF AT15-250 (0.483x0.983m, en el nivel 64.0m y las características estructurales de la torre para una velocidad de viento de 130 Kph. Después del análisis y verificación de esfuerzos de los materiales de la estructura de la torre de 65.0m, de la estación: EB. SIMON BOLIVAR – San Andres Islas, tenemos: LA TORRE NO CUMPLE. Fallan los Diagonales T14, T13 y T12. Porcentaje máximo de utilización Diagonal (T13) 253.5% > 100%. NO.
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PORCENTAJE DE USO DE ELEMENTOS CONDICION NUEVA.
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Ver Salida 2 – Condición Nueva.
En la CONDICION NUEVA + REFUERZO, con las antenas relacionadas (Existentes) más tres (3) antenas RF AT15-250 (0.483x0.983m, en el nivel 65.0m, dos (2) antenas RF AT15-250 (0.483x0.983m, en el nivel 64.0m y las características estructurales de la torre para una velocidad de viento de 130 Kph. Después del análisis y verificación de esfuerzos de los materiales de la estructura de la torre de 65.0m, de la estación: EB. SIMON BOLIVAR – San Andres Islas tenemos: LA TORRE CUMPLE.
Porcentaje máximo de utilización Diagonal (T13) 68.1% < 100%. Ok.
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SILUETA DE CALCULO CONDICION NUEVA + REFUERZO.
DOLMEN Integración de Proyectos
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PORCENTAJE DE USO DE ELEMENTOS CONDICION NUEVA + REFUERZO.
DOLMEN Integración de Proyectos
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Ver Salida 3 – Condición Nueva + Refuerzo.
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7.0 RECOMENDACIONES: -La estructura presenta algunos diagonales muy esbeltos, sin cierres internos lo cual hace que el Kl/r exceda el límite y se presente falla. -La torre debe ser reforzada para la Condición actual y Nueva. REFUERZO DIAGONALES: -Desde el nivel 6.0m al nivel 12.0m (T14), hacer división a L/3, con ángulos de L64x64x6.4H, L64x64x4.8H y L51x51x4.8H A-572 Grado 50. Hacer dos (2) cierres horizontales. (Ver silueta de refuerzo plano No. 2/2) -Desde el nivel 12.0m al nivel 18.0m (T13), hacer división a L/3, con ángulos de L51x51x4.8H A-572 Grado 50. Hacer dos (2) cierres horizontales. (Ver silueta de refuerzo plano No. 2/2) -Desde el nivel 18.0m al nivel 23.0m (T12), hacer división a L/3, con ángulos de L51x51x4.8H A-572 Grado 50. Hacer dos (2) cierres horizontales. (Ver silueta de refuerzo plano No. 2/2) -Se instalaran tornillos ASTM A325 Tipo 1, en el refuerzo de los diagonales. Una vez realizado el refuerzo se puede proceder a la instalación de tres (3) antenas RF AT15-250 (0.483x0.983m, en el nivel 65.0m y dos (2) antenas RF AT15-250 (0.483x0.983m, en el nivel 64.0m.
MATERIAL APROXIMADO DE REFUERZO EN TORRE:
Refuerzo Diagonales (T14) en 1L64x6.4H 110 Kg
Refuerzo Diagonales (T14) en 1L64x4.8H 90 Kg
Refuerzo Diagonales (T14) en 1L51x4.8H 60 Kg
Refuerzo Diagonales (T13) en 1L51x4.8H 55 Kg
Refuerzo Diagonales (T12) en 1L51x4.8H 55 Kg
Tornillos en refuerzo de Diagonales 30 Kg
Peso aproximado del Refuerzo 400 Kg
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8.0 CIMENTACION: Tipo placa – pedestales y viga de amarre. -Con las reacciones en la condición nueva + refuerzo y con un suelo de 1.5 Kg/Cm2. La Cimentación cumple para el chequeo de arrancamiento, capacidad y Volcamiento. Anexo memoria de la verificación de la cimentación. Placa base y pernos de anclaje: Ok. Cumple. Anexo memoria de la verificación placa-pernos.
RESUMEN DE PORCENTAJE DE USO DE LOS ELEMENTOS DE LA TORRE
ELEMENTO: C. ACTUAL C. NUEVA C. NUEVA+REF
MONTANTE (T8) 57.9% (T8) 67.9% (T8) 67.9%
DIAGONAL (T13) 227.6% (T13) 253.5% (T13) 68.1%
HORIZONTAL (T12) 50.4% (T12) 58.5% (T12) 58.5%
TORNILLOS 50.5% 59.4% 59.4%
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9.0 INSPECCION TECNICA. ESTRUTURA: Se recomienda el cambio de diagonales que presentan alta corrosión entre los niveles 45.0 y 65.0 metros, los demás entre estos niveles raspar, lavar y hacer tratamiento de galvanizado en frio. Luego aplicar base y pintura. PINTURA: Se encuentra en un 75% en mal estado, se recomienda raspado, lavado y aplicación de pintura en general. LINEA DE VIDA: Se tiene línea de vida, pero no cumple con las normas de seguridad. Se encuentra oxidada y destemplada. Se recomienda el cambio por una línea de vida que cumpla con los sistemas de seguridad. ESCALERA DE ACCESO: Por el centro de la torre, se deben reemplazar los últimos 24 metros, pues se encuentran en alto grado de oxidación. ESCALERA DE CABLES: Uno (1) Por el centro de la torre en un 60% de uso. Se deben reemplazar los últimos 24 metros, pues se encuentran en alto grado de oxidación. LUCES DE OBSTRUCCION: En mal estado no funcionan. Se debe revisar el sistema eléctrico y cambio de luces de obstrucción y balizaje SISTEMA DE TIERRAS: En buen estado. Se deben reemplazar las platinas de cobre y las terminales. TORNILLOS: ASTM A-394 T0, un 35% en mal estado por oxidación, se recomienda el reemplazo y torque general de la tornillería. Usando tornillos ASTM A-325 Tipo 1. Anexos: Registro Fotográfico.
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CONDICION ACTUAL.
EB. SIMON BOLIVAR.
I. P. DOLMEN S.A.
Calle 101 No. 70 G - 25.
BOGOTA D.C., - COLOMBIA. Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Job: SILUETA DE CALCULO-TC65m PATA=12.900m V=130 KPH
Project: EVALUACION ESTRUCTURAL EB. SAN ANDRES - CONDICION ACTUAL.
Client: RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Drawn by: Ing. C. Londoño M. App'd:
Code: TIA/EIA-222-F Date: 09/16/13 Scale: NTS Path:
D:\eeffca 2gop792bt9d5n0015ee\C1\ARC DOLMEN\EVALUACIONES\TC65m EB. SIMON BOLIVAR\TC65m C. ACTUAL EB. SIMON BOLIVAR\TC65m C. ACTUAL EB. SIMON BOLIVAR.eri
Dwg No. E-1
65.0 m
63.0 m
57.0 m
51.0 m
45.0 m
43.5 m
42.0 m
37.0 m
32.0 m
30.0 m
27.0 m
23.0 m
18.0 m
12.0 m
6.0 m
0.0 m
REACTIONS - 130 kph WINDTORQUE 1913 kg-m
15312 kgSHEAR
511717 kg-mMOMENT
24763 kgAXIAL
SHEAR: 12658 kgUPLIFT: -22184 kgDOWN: 33915 kg
MAX. CORNER REACTIONS AT BASE:
S
ection
T1
T2
T3
T4
T5
T6
T7
T8
T9
T10
T11
T12
T13
T14
T15
Legs
L102x102x10
L102x102x13
L127x127x13
2L127x127x13
Leg G
rade
A572-5
0
D
iagonals
L51x51x5
2L76x76x6
L76x76x6
L102x102x6
L76x76x6
L102x102x10
D
iagonal G
rade
A36
T
op G
irts
L64x64x5
L64x64x6
L76x76x6
N.A
.L102x102x6
N.A
.
M
id G
irts
N.A
.L51x51x5
N.A
.L64x64x6
N.A
.
H
orizonta
lsN
.A.
L76x76x6
N.A
.L102x102x6
F
ace W
idth
(m
)1
1.4
51.9
2.3
2.9
3.7
4.7
5.9
9.4
12.9
# P
anels
@ (
m)
7 @
26 @
1.5
4 @
2.5
1 @
21 @
31 @
41 @
53 @
6
W
eig
ht (k
g)
298.4
883.7
1045.9
1089.5
543.3
622.6
1256.6
1408.5
994.4
1427.0
1658.1
2088.0
2542.1
3422.3
3988.4
23268.9
CxMANTENIMIENTO 99ANT OMNI L=3m (E) 63.52 ANT TV 0.30x1.20m (E) 58.52 ANT TV 0.30x1.20m (E) 58.52 ANT TV 0.30x1.20m (E) 58.52 ANT TV 0.30x1.20m (E) 58.52 ANT TV 0.30x1.20m (E) 57.52 ANT TV 0.30x1.20m (E) 57.52 ANT TV 0.30x1.20m (E) 57.52 ANT TV 0.30x1.20m (E) 57.51 ANT TV 0.30x1.20m (E) 56.51 ANT TV 0.30x1.20m (E) 56.51 ANT TV 0.30x1.20m (E) 56.51 ANT TV 0.30x1.20m (E) 56.5HP8-102 (1 ANT MW Ø2.40m E) 52.52 ANT TV 0.30x1.20m (E) 41.52 ANT TV 0.30x1.20m (E) 40.51 ANT TV 0.30x1.20m (E) 39.5KP8F-13 (1 ANT GRIP Ø2.40m E) 38.5HP8-102 (1 ANT MW Ø2.40m E) 34.5DESIGNED APPURTENANCE LOADING
TYPE TYPEELEVATION ELEVATIONCxMANTENIMIENTO 99
ANT OMNI L=3m (E) 63.5
2 ANT TV 0.30x1.20m (E) 58.5
2 ANT TV 0.30x1.20m (E) 58.5
2 ANT TV 0.30x1.20m (E) 58.5
2 ANT TV 0.30x1.20m (E) 58.5
2 ANT TV 0.30x1.20m (E) 57.5
2 ANT TV 0.30x1.20m (E) 57.5
2 ANT TV 0.30x1.20m (E) 57.5
2 ANT TV 0.30x1.20m (E) 57.5
1 ANT TV 0.30x1.20m (E) 56.5
1 ANT TV 0.30x1.20m (E) 56.5
1 ANT TV 0.30x1.20m (E) 56.5
1 ANT TV 0.30x1.20m (E) 56.5
HP8-102 (1 ANT MW Ø2.40m E) 52.5
2 ANT TV 0.30x1.20m (E) 41.5
2 ANT TV 0.30x1.20m (E) 40.5
1 ANT TV 0.30x1.20m (E) 39.5
KP8F-13 (1 ANT GRIP Ø2.40m E) 38.5
HP8-102 (1 ANT MW Ø2.40m E) 34.5
MATERIAL STRENGTHGRADE GRADEFy FyFu Fu
A572-50 344738 kPa 448159 kPa A36 248211 kPa 399896 kPa
TOWER DESIGN NOTES1. Tower designed for a 130 kph basic wind in accordance with the TIA/EIA-222-F Standard.2. Deflections are based upon a 65 kph wind.3. Weld together tower sections have flange connections.4. Connections use galvanized A-394 T0 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 ER-70S-6 electrodes.7. TOWER RATING: 227.6%
RRIISSAATToowweerr Job
TORRE DE 65m-CUADRADA PATA=12.900m V=130 KPH
Page
1 of 49
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SAN ANDRES - CONDICION ACTUAL.
Date
13:43:38 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
SALIDA 1 - DATOS DE ENTRADA Y SALIDA DE LOS ANALISIS Y DISEÑOS.
Tower Input Data
The main tower is a 4x free standing tower with an overall height of 65.0000 m above the ground line. The base of the tower is set at an elevation of 0.0000 m above the ground line. The face width of the tower is 1.0000 m at the top and 12.9000 m at the base. This tower is designed using the TIA/EIA-222-F standard. The following design criteria apply:
Basic wind speed of 130 kph. Deflections calculated using a wind speed of 65 kph. Weld together tower sections have flange connections. Connections use galvanized A-394 T0 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 ER-70S-6 electrodes. A non-linear (P-delta) analysis was used. Pressures are calculated at each section. Stress ratio used in tower member design is 1.333. Local bending stresses due to climbing loads, feedline supports, and appurtenance mounts are not considered.
Options
Consider Moments - Legs √ Distribute Leg Loads As Uniform √ Treat Feedline Bundles As Cylinder Consider Moments - Horizontals Assume Legs Pinned Use ASCE 10 X-Brace Ly Rules Consider Moments - Diagonals √ Assume Rigid Index Plate Calculate Redundant Bracing Forces Use Moment Magnification √ Use Clear Spans For Wind Area Ignore Redundant Members in FEA Use Code Stress Ratios √ Use Clear Spans For KL/r √ SR Leg Bolts Resist Compression Use Code Safety Factors - Guys Retension Guys To Initial Tension √ All Leg Panels Have Same Allowable Escalate Ice √ Bypass Mast Stability Checks Offset Girt At Foundation Always Use Max Kz Use Azimuth Dish Coefficients √ Consider Feedline Torque Use Special Wind Profile √ Project Wind Area of Appurt. √ Include Angle Block Shear Check √ Include Bolts In Member Capacity √ Autocalc Torque Arm Areas Poles √ Leg Bolts Are At Top Of Section SR Members Have Cut Ends Include Shear-Torsion Interaction Secondary Horizontal Braces Leg Sort Capacity Reports By Component Always Use Sub-Critical Flow Use Diamond Inner Bracing (4 Sided) Triangulate Diamond Inner Bracing Use Top Mounted Sockets Add IBC .6D+W Combination
RRIISSAATToowweerr Job
TORRE DE 65m-CUADRADA PATA=12.900m V=130 KPH
Page
2 of 49
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SAN ANDRES - CONDICION ACTUAL.
Date
13:43:38 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
Leg C Leg D
Fac
e A
Face B
Face D
Square Tower
Fac
e 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 65.0000-63.0000 1.0000 1 2.0000 T2 63.0000-57.0000 1.0000 1 6.0000 T3 57.0000-51.0000 1.0000 1 6.0000 T4 51.0000-45.0000 1.0000 1 6.0000 T5 45.0000-43.5000 1.0000 1 1.5000 T6 43.5000-42.0000 1.4500 1 1.5000 T7 42.0000-37.0000 1.9000 1 5.0000 T8 37.0000-32.0000 1.9000 1 5.0000 T9 32.0000-30.0000 1.9000 1 2.0000 T10 30.0000-27.0000 2.3000 1 3.0000 T11 27.0000-23.0000 2.9000 1 4.0000 T12 23.0000-18.0000 3.7000 1 5.0000 T13 18.0000-12.0000 4.7000 1 6.0000 T14 12.0000-6.0000 5.9000 1 6.0000 T15 6.0000-0.0000 9.4000 1 6.0000
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 65.0000-63.0000 2.0000 X Brace No No 0 0 T2 63.0000-57.0000 2.0000 X Brace No No 0 0 T3 57.0000-51.0000 2.0000 X Brace No No 0 0 T4 51.0000-45.0000 1.5000 X Brace No No 0 0
RRIISSAATToowweerr Job
TORRE DE 65m-CUADRADA PATA=12.900m V=130 KPH
Page
3 of 49
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SAN ANDRES - CONDICION ACTUAL.
Date
13:43:38 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
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
T5 45.0000-43.5000 1.5000 X Brace No No 0 0 T6 43.5000-42.0000 1.5000 X Brace No No 0 0 T7 42.0000-37.0000 2.5000 X Brace No No 0 0 T8 37.0000-32.0000 2.5000 X Brace No No 0 0 T9 32.0000-30.0000 2.0000 X Brace No No 0 0 T10 30.0000-27.0000 3.0000 X Brace No No 0 0 T11 27.0000-23.0000 4.0000 K Brace Down No Yes 0 0 T12 23.0000-18.0000 5.0000 K Brace Up No Yes 0 0 T13 18.0000-12.0000 6.0000 K Brace Down No Yes 0 0 T14 12.0000-6.0000 6.0000 K Brace Up No Yes 0 0 T15 6.0000-0.0000 6.0000 K Brace Down No Yes 0 0
Tower Section Geometry (cont’d)
Tower
Elevation
m
Leg
Type
Leg
Size
Leg
Grade
Diagonal
Type
Diagonal
Size
Diagonal
Grade
T1 65.0000-63.0000
Equal Angle L102x102x10 A572-50 (344738 kPa)
Equal Angle L51x51x5 A36 (248211 kPa)
T2 63.0000-57.0000
Equal Angle L102x102x10 A572-50 (344738 kPa)
Equal Angle L51x51x5 A36 (248211 kPa)
T3 57.0000-51.0000
Equal Angle L102x102x13 A572-50 (344738 kPa)
Equal Angle L51x51x5 A36 (248211 kPa)
T4 51.0000-45.0000
Equal Angle L102x102x13 A572-50 (344738 kPa)
Equal Angle L51x51x5 A36 (248211 kPa)
T5 45.0000-43.5000
Equal Angle L102x102x13 A572-50 (344738 kPa)
Double Angle 2L76x76x6 A36 (248211 kPa)
T6 43.5000-42.0000
Equal Angle L102x102x13 A572-50 (344738 kPa)
Double Angle 2L76x76x6 A36 (248211 kPa)
T7 42.0000-37.0000
Equal Angle L102x102x13 A572-50 (344738 kPa)
Equal Angle L76x76x6 A36 (248211 kPa)
T8 37.0000-32.0000
Equal Angle L127x127x13 A572-50 (344738 kPa)
Equal Angle L76x76x6 A36 (248211 kPa)
T9 32.0000-30.0000
Arbitrary Shape 2L127x127x13 A572-50 (344738 kPa)
Equal Angle L102x102x6 A36 (248211 kPa)
T10 30.0000-27.0000
Arbitrary Shape 2L127x127x13 A572-50 (344738 kPa)
Equal Angle L102x102x6 A36 (248211 kPa)
T11 27.0000-23.0000
Arbitrary Shape 2L127x127x13 A572-50 (344738 kPa)
Equal Angle L76x76x6 A36 (248211 kPa)
T12 23.0000-18.0000
Arbitrary Shape 2L127x127x13 A572-50 (344738 kPa)
Equal Angle L76x76x6 A36 (248211 kPa)
T13 18.0000-12.0000
Arbitrary Shape 2L127x127x13 A572-50 (344738 kPa)
Equal Angle L76x76x6 A36 (248211 kPa)
T14 12.0000-6.0000
Arbitrary Shape 2L127x127x13 A572-50 (344738 kPa)
Equal Angle L102x102x10 A36 (248211 kPa)
T15 6.0000-0.0000
Arbitrary Shape 2L127x127x13 A572-50 (344738 kPa)
Equal Angle L102x102x10 A36 (248211 kPa)
RRIISSAATToowweerr Job
TORRE DE 65m-CUADRADA PATA=12.900m V=130 KPH
Page
4 of 49
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SAN ANDRES - CONDICION ACTUAL.
Date
13:43:38 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
Tower Section Geometry (cont’d)
Tower
Elevation
m
Top Girt
Type
Top Girt
Size
Top Girt
Grade
Bottom Girt
Type
Bottom Girt
Size
Bottom Girt
Grade
T1 65.0000-63.0000
Equal Angle L64x64x5 A36 (248211 kPa)
Equal Angle A36 (248211 kPa)
T2 63.0000-57.0000
Equal Angle L64x64x5 A36 (248211 kPa)
Equal Angle A36 (248211 kPa)
T3 57.0000-51.0000
Equal Angle L64x64x5 A36 (248211 kPa)
Equal Angle A36 (248211 kPa)
T4 51.0000-45.0000
Equal Angle L64x64x5 A36 (248211 kPa)
Equal Angle A36 (248211 kPa)
T5 45.0000-43.5000
Equal Angle L64x64x5 A36 (248211 kPa)
Equal Angle A36 (248211 kPa)
T6 43.5000-42.0000
Equal Angle L64x64x6 A36 (248211 kPa)
Equal Angle A36 (248211 kPa)
T7 42.0000-37.0000
Equal Angle L64x64x6 A36 (248211 kPa)
Equal Angle A36 (248211 kPa)
T8 37.0000-32.0000
Equal Angle L64x64x6 A36 (248211 kPa)
Equal Angle A36 (248211 kPa)
T9 32.0000-30.0000
Equal Angle L64x64x6 A36 (248211 kPa)
Equal Angle A36 (248211 kPa)
T10 30.0000-27.0000
Equal Angle L64x64x6 A36 (248211 kPa)
Equal Angle A36 (248211 kPa)
T11 27.0000-23.0000
Equal Angle L64x64x6 A36 (248211 kPa)
Single Angle A36 (248211 kPa)
T12 23.0000-18.0000
Equal Angle L76x76x6 A36 (248211 kPa)
Single Angle A36 (248211 kPa)
T14 12.0000-6.0000
Equal Angle L102x102x6 A36 (248211 kPa)
Single Angle A36 (248211 kPa)
Tower Section Geometry (cont’d)
Tower
Elevation
m
No.
of
Mid
Girts
Mid Girt
Type
Mid Girt
Size
Mid Girt
Grade
Horizontal
Type
Horizontal
Size
Horizontal
Grade
T2 63.0000-57.0000
3 Equal Angle L51x51x5 A36 (248211 kPa)
Equal Angle A36 (248211 kPa)
T3 57.0000-51.0000
3 Equal Angle L51x51x5 A36 (248211 kPa)
Equal Angle A36 (248211 kPa)
T4 51.0000-45.0000
3 Equal Angle L51x51x5 A36 (248211 kPa)
Equal Angle A36 (248211 kPa)
T7 42.0000-37.0000
1 Equal Angle L64x64x6 A36 (248211 kPa)
Solid Round A36 (248211 kPa)
T8 37.0000-32.0000
1 Equal Angle L64x64x6 A36 (248211 kPa)
Solid Round A36 (248211 kPa)
T11 27.0000-23.0000
None Equal Angle A36 (248211 kPa)
Equal Angle L64x64x6 A36 (248211 kPa)
T12 23.0000-18.0000
None Equal Angle A36 (248211 kPa)
Equal Angle L76x76x6 A36 (248211 kPa)
T13 18.0000-12.0000
None Equal Angle A36 (248211 kPa)
Equal Angle L76x76x6 A36 (248211 kPa)
T14 12.0000-6.0000
None Equal Angle A36 (248211 kPa)
Equal Angle L102x102x6 A36 (248211 kPa)
T15 6.0000-0.0000
None Equal Angle A36 (248211 kPa)
Equal Angle L102x102x6 A36 (248211 kPa)
RRIISSAATToowweerr Job
TORRE DE 65m-CUADRADA PATA=12.900m V=130 KPH
Page
5 of 49
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SAN ANDRES - CONDICION ACTUAL.
Date
13:43:38 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
Tower Section Geometry (cont’d)
Tower
Elevation
m
Gusset
Area
(per face)
m2
Gusset
Thickness
mm
Gusset Grade Adjust. Factor
Af
Adjust.
Factor
Ar
Weight Mult.
Double Angle
Stitch Bolt
Spacing
Diagonals
mm
Double Angle
Stitch Bolt
Spacing
Horizontals
mm
T1 65.0000-63.00
00
0.0000 0 A36 (248211 kPa)
1.1 1 1.5 0 0
T2 63.0000-57.00
00
0.0000 0 A36 (248211 kPa)
1.1 1 1.5 0 0
T3 57.0000-51.00
00
0.0000 0 A36 (248211 kPa)
1.1 1 1.5 0 0
T4 51.0000-45.00
00
0.0000 0 A36 (248211 kPa)
1.1 1 1.5 0 0
T5 45.0000-43.50
00
0.0000 0 A36 (248211 kPa)
1.1 1 1.5 0 0
T6 43.5000-42.00
00
0.0000 0 A36 (248211 kPa)
1.1 1 1.5 0 0
T7 42.0000-37.00
00
0.0000 0 A36 (248211 kPa)
1.1 1 1.5 0 0
T8 37.0000-32.00
00
0.0000 0 A36 (248211 kPa)
1.1 1 1.5 0 0
T9 32.0000-30.00
00
0.0000 0 A36 (248211 kPa)
1.1 1 1.5 0 0
T10 30.0000-27.00
00
0.0000 0 A36 (248211 kPa)
1.1 1 1.5 0 0
T11 27.0000-23.00
00
0.0000 0 A36 (248211 kPa)
1.2 1 1.5 0 0
T12 23.0000-18.00
00
0.0000 0 A36 (248211 kPa)
1.2 1 1.5 0 0
T13 18.0000-12.00
00
0.0000 0 A36 (248211 kPa)
1.2 1 1.5 0 0
T14 12.0000-6.000
0
0.0000 0 A36 (248211 kPa)
1.2 1 1.5 0 0
T15 6.0000-0.0000
0.0000 0 A36 (248211 kPa)
1.2 1 1.5 0 0
RRIISSAATToowweerr Job
TORRE DE 65m-CUADRADA PATA=12.900m V=130 KPH
Page
6 of 49
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SAN ANDRES - CONDICION ACTUAL.
Date
13:43:38 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
Tower Section Geometry (cont’d)
K Factors1
Tower
Elevation
m
Calc
K
Single
Angles
Calc
K
Solid
Rounds
Legs X
Brace
Diags
X
Y
K
Brace
Diags
X
Y
Single
Diags
X
Y
Girts
X
Y
Horiz.
X
Y
Sec.
Horiz.
X
Y
Inner
Brace
X
Y
T1 65.0000-63.00
00
No No 0.5 1 0.5
1 1
1 1
1 1
1 1
1 1
1 1
T2 63.0000-57.00
00
No No 0.5 1 0.5
1 1
1 1
1 1
1 1
1 1
1 1
T3 57.0000-51.00
00
No No 0.5 1 0.5
1 1
1 1
1 1
1 1
1 1
1 1
T4 51.0000-45.00
00
No No 0.5 1 1
1 0.5
1 1
1 1
1 1
1 1
1 1
T5 45.0000-43.50
00
No No 0.5 1 1
1 0.5
1 1
1 1
1 1
1 1
1 1
T6 43.5000-42.00
00
No No 0.5 1 0.5
1 1
1 1
1 1
1 1
1 1
1 1
T7 42.0000-37.00
00
No No 0.5 1 0.5
1 1
1 1
1 0.5
1 1
1 1
1 1
T8 37.0000-32.00
00
No No 0.5 1 0.5
1 1
1 1
1 0.5
1 1
1 1
1 1
T9 32.0000-30.00
00
No No 0.5 1 0.5
1 1
1 1
1 0.5
1 1
1 1
1 1
T10 30.0000-27.00
00
No No 0.5 1 0.5
1 1
1 1
1 0.5
1 1
1 1
1 1
T11 27.0000-23.00
00
No No 0.33 1 1
1 0.33
1 1
0.5 0.5
1 1
1 1
1 1
T12 23.0000-18.00
00
No No 0.33 1 1
1 0.33
1 1
1 1
1 0.5
1 1
1 1
T13 18.0000-12.00
00
No No 0.33 1 1
1 0.33
1 1
0.5 0.25
1 1
1 1
1 1
T14 12.0000-6.000
0
No No 0.33 1 1
1 0.33
1 1
0.5 0.25
1 1
1 1
1 1
T15 6.0000-0.0000
No No 0.33 1 1
0.33 0.33
1 1
0.5 0.25
0.5 0.25
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.
RRIISSAATToowweerr Job
TORRE DE 65m-CUADRADA PATA=12.900m V=130 KPH
Page
7 of 49
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SAN ANDRES - CONDICION ACTUAL.
Date
13:43:38 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
Tower Section Geometry (cont’d)
Tower
Elevation
m
Leg Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Horizontal
Net Width
Deduct
mm
U
Net Width
Deduct
mm
U
Net Width
Deduct
mm
U
Net
Width
Deduct
mm
U
Net
Width
Deduct
mm
U
Net
Width
Deduct
mm
U
Net
Width
Deduct
mm
U
T1 65.0000-63.00
00
0 1 0 1 0 1 0 1 0 0.75 0 1 0 0.75
T2 63.0000-57.00
00
0 1 0 1 0 1 0 1 0 0.75 0 1 0 0.75
T3 57.0000-51.00
00
0 1 0 1 0 1 0 1 0 0.75 0 1 0 0.75
T4 51.0000-45.00
00
0 1 0 1 0 1 0 1 0 0.75 0 1 0 0.75
T5 45.0000-43.50
00
0 1 0 1 0 1 0 1 0 0.75 0 1 0 0.75
T6 43.5000-42.00
00
0 1 0 1 0 1 0 1 0 0.75 0 1 0 0.75
T7 42.0000-37.00
00
0 1 0 1 0 1 0 1 0 0.75 0 1 0 0.75
T8 37.0000-32.00
00
0 1 0 1 0 1 0 1 0 0.75 0 1 0 0.75
T9 32.0000-30.00
00
0 1 0 1 0 1 0 1 0 0.75 0 1 0 0.75
T10 30.0000-27.00
00
0 1 0 1 0 1 0 1 0 0.75 0 1 0 0.75
T11 27.0000-23.00
00
0 1 0 1 0 1 0 1 0 0.75 0 1 0 0.75
T12 23.0000-18.00
00
0 1 0 1 0 1 0 1 0 0.75 0 1 0 0.75
T13 18.0000-12.00
00
0 1 0 1 0 1 0 1 0 0.75 0 1 0 0.75
T14 12.0000-6.000
0
0 1 0 1 0 1 0 1 0 0.75 0 1 0 0.75
T15 6.0000-0.0000
0 1 0 1 0 1 0 1 0 0.75 0 1 0 0.75
RRIISSAATToowweerr Job
TORRE DE 65m-CUADRADA PATA=12.900m V=130 KPH
Page
8 of 49
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SAN ANDRES - CONDICION ACTUAL.
Date
13:43:38 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
Tower Section Geometry (cont’d)
Tower
Elevation
m
Leg
Connection
Type
Leg Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Horizontal
Bolt Size
mm
No. Bolt Size
mm
No. Bolt Size
mm
No. Bolt Size
mm
No. Bolt Size
mm
No. Bolt Size
mm
No. Bolt Size
mm
No.
T1 65.0000-63.00
00
Sleeve SS 19 A394T0
4 16 A394T0
2 16 A394T0
2 16 A394T0
0 16 A394T0
2 16 A394T0
0 16 A394T0
0
T2 63.0000-57.00
00
Sleeve SS 19 A394T0
8 16 A394T0
2 16 A394T0
2 16 A394T0
0 16 A394T0
2 16 A394T0
0 16 A394T0
0
T3 57.0000-51.00
00
Sleeve SS 19 A394T0
8 16 A394T0
2 16 A394T0
2 16 A394T0
0 16 A394T0
2 16 A394T0
0 16 A394T0
0
T4 51.0000-45.00
00
Sleeve SS 19 A394T0
8 16 A394T0
2 16 A394T0
2 16 A394T0
0 16 A394T0
2 16 A394T0
0 16 A394T0
0
T5 45.0000-43.50
00
Sleeve SS 19 A394T0
8 16 A394T0
3 16 A394T0
2 16 A394T0
0 16 A394T0
2 16 A394T0
0 16 A394T0
0
T6 43.5000-42.00
00
Sleeve SS 19 A394T0
8 16 A394T0
3 16 A394T0
2 16 A394T0
0 16 A394T0
2 16 A394T0
0 16 A394T0
0
T7 42.0000-37.00
00
Sleeve SS 19 A394T0
8 16 A394T0
3 16 A394T0
2 16 A394T0
0 16 A394T0
2 16 A394T0
0 16 A394T0
0
T8 37.0000-32.00
00
Sleeve SS 19 A394T0
16 16 A394T0
3 16 A394T0
2 16 A394T0
0 16 A394T0
2 16 A394T0
0 16 A394T0
0
T9 32.0000-30.00
00
Sleeve SS 19 A394T0
16 16 A394T0
2 16 A394T0
2 16 A394T0
0 16 A394T0
2 16 A394T0
0 16 A394T0
0
T10 30.0000-27.00
00
Sleeve SS 19 A394T0
16 16 A394T0
2 16 A394T0
2 16 A394T0
0 16 A394T0
2 16 A394T0
0 16 A394T0
0
T11 27.0000-23.00
00
Sleeve SS 19 A394T0
16 16 A394T0
2 16 A394T0
2 16 A394T0
0 16 A394T0
2 16 A394T0
2 16 A394T0
0
T12 23.0000-18.00
00
Sleeve SS 19 A394T0
16 16 A394T0
2 16 A394T0
2 16 A394T0
0 16 A394T0
2 16 A394T0
2 16 A394T0
0
T13 18.0000-12.00
00
Sleeve SS 19 A394T0
16 16 A394T0
2 16 A394T0
2 16 A394T0
0 16 A394T0
2 16 A394T0
2 16 A394T0
0
T14 12.0000-6.000
0
Sleeve SS 19 A394T0
16 16 A394T0
4 16 A394T0
2 16 A394T0
0 16 A394T0
2 16 A394T0
2 16 A394T0
0
T15 6.0000-0.0000
Sleeve SS 19 A394T0
16 16 A394T0
3 16 A394T0
2 16 A394T0
0 16 A394T0
2 16 A394T0
3 16 A394T0
0
RRIISSAATToowweerr Job
TORRE DE 65m-CUADRADA PATA=12.900m V=130 KPH
Page
9 of 49
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SAN ANDRES - CONDICION ACTUAL.
Date
13:43:38 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
Feed Line/Linear Appurtenances - Entered As Round Or Flat
Description Face
or
Leg
Allow
Shield
Component
Type
Placement
m
Total
Number
Number
Per Row
Clear
Spacing
mm
Width or
Diameter
mm
Perimeter
mm
Weight
kglm
1/2 (8 ANT TV E)
D No Ar (CfAe) 58.5000 - 0.0000 4 4 15 15 0.37
1/2 (8 ANT TV E)
D No Ar (CfAe) 57.5000 - 0.0000 4 4 15 15 0.37
1/2 (4 ANT TV E)
D No Ar (CfAe) 56.5000 - 0.0000 4 4 15 15 0.37
1/2 (2 ANT TV E)
D No Ar (CfAe) 41.5000 - 0.0000 2 2 15 15 0.37
1/2 (2 ANT TV E)
D No Ar (CfAe) 40.5000 - 0.0000 2 2 15 15 0.37
1/2 (1 ANT TV E)
D No Ar (CfAe) 39.5000 - 0.0000 1 1 15 15 0.37
7/8 (1 ANT MW E)
D No Ar (CfAe) 52.5000 - 0.0000 1 1 28 28 0.80
7/8 (1 ANT GRIP E)
D No Ar (CfAe) 38.5000 - 0.0000 1 1 28 28 0.80
7/8 (1 ANT MW E)
D No Ar (CfAe) 34.5000 - 0.0000 1 1 28 28 0.80
Feed Line/Linear Appurtenances Section Areas Tower
Section
Tower
Elevation
m
Face AR
m2
AF
m2
CAAA
In Face
m2
CAAA
Out Face
m2
Weight
kg
T1 65.0000-63.0000 A B C D
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
0.00 0.00 0.00 0.00
T2 63.0000-57.0000 A B C D
0.000 0.000 0.000 0.118
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
0.00 0.00 0.00 2.98
T3 57.0000-51.0000 A B C D
0.000 0.000 0.000 1.074
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
0.00 0.00 0.00 27.25
T4 51.0000-45.0000 A B C D
0.000 0.000 0.000 1.230
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
0.00 0.00 0.00 31.61
T5 45.0000-43.5000 A B C D
0.000 0.000 0.000 0.307
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
0.00 0.00 0.00 7.90
T6 43.5000-42.0000 A B C D
0.000 0.000 0.000 0.307
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
0.00 0.00 0.00 7.90
T7 42.0000-37.0000 A B C D
0.000 0.000 0.000 1.340
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
0.00 0.00 0.00 34.43
T8 37.0000-32.0000 A B C
0.000 0.000 0.000
0.000 0.000 0.000
0.000 0.000 0.000
0.000 0.000 0.000
0.00 0.00 0.00
RRIISSAATToowweerr Job
TORRE DE 65m-CUADRADA PATA=12.900m V=130 KPH
Page
10 of 49
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SAN ANDRES - CONDICION ACTUAL.
Date
13:43:38 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
Tower
Section
Tower
Elevation
m
Face AR
m2
AF
m2
CAAA
In Face
m2
CAAA
Out Face
m2
Weight
kg
D 1.605 0.000 0.000 0.000 41.67 T9 32.0000-30.0000 A
B C D
0.000 0.000 0.000 0.670
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
0.00 0.00 0.00 17.47
T10 30.0000-27.0000 A B C D
0.000 0.000 0.000 1.005
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
0.00 0.00 0.00 26.21
T11 27.0000-23.0000 A B C D
0.000 0.000 0.000 1.340
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
0.00 0.00 0.00 34.94
T12 23.0000-18.0000 A B C D
0.000 0.000 0.000 1.675
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
0.00 0.00 0.00 43.68
T13 18.0000-12.0000 A B C D
0.000 0.000 0.000 2.010
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
0.00 0.00 0.00 52.41
T14 12.0000-6.0000 A B C D
0.000 0.000 0.000 2.010
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
0.00 0.00 0.00 52.41
T15 6.0000-0.0000 A B C D
0.000 0.000 0.000 2.010
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
0.00 0.00 0.00 52.41
Feed Line Center of Pressure
Section Elevation
m
CPX
mm
CPZ
mm
CPX
Ice
mm
CPZ
Ice
mm
T1 65.0000-63.0000 0 0 0 0 T2 63.0000-57.0000 0 7 0 7 T3 57.0000-51.0000 0 56 0 56 T4 51.0000-45.0000 0 60 0 60 T5 45.0000-43.5000 0 61 0 61 T6 43.5000-42.0000 0 75 0 75 T7 42.0000-37.0000 0 119 0 119 T8 37.0000-32.0000 0 127 0 127 T9 32.0000-30.0000 0 197 0 197
T10 30.0000-27.0000 0 263 0 263 T11 27.0000-23.0000 0 418 0 418 T12 23.0000-18.0000 0 522 0 522 T13 18.0000-12.0000 0 630 0 630 T14 12.0000-6.0000 0 674 0 674 T15 6.0000-0.0000 0 738 0 738
RRIISSAATToowweerr Job
TORRE DE 65m-CUADRADA PATA=12.900m V=130 KPH
Page
11 of 49
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SAN ANDRES - CONDICION ACTUAL.
Date
13:43:38 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
User Defined Loads
Description Elevation
m
Offset
From
Centroid
m
Azimuth
Angle
°
Weight
kg
Fx
kg
Fz
kg
Wind Force
kg
CAAC
m2
CxMANTENIMIENTO 99.0000 0.0000 0.0000 No Ice Service
320.00 320.00
0.00 0.00
0.00 0.00
0.00
0.00
0.0000 0.0000
Discrete Tower Loads
Description Face
or
Leg
Offset
Type
Offsets:
Horz
Lateral
Vert
m
m
m
Azimuth
Adjustment
°
Placement
m
CAAA
Front
m2
CAAA
Side
m2
Weight
kg
ANT OMNI L=3m (E)
B From Leg 0.4000 0.0000 0.0000
0.0000 63.5000 No Ice 0.1500 0.1500 85.00
2 ANT TV 0.30x1.20m (E)
A From Face 0.6000 0.0000 0.0000
0.0000 58.5000 No Ice 0.3000 0.0800 24.00
2 ANT TV 0.30x1.20m (E)
B From Face 0.0000 0.0000 0.0000
0.0000 58.5000 No Ice 0.3000 0.0800 24.00
2 ANT TV 0.30x1.20m (E)
C From Face 0.6000 0.0000 0.0000
0.0000 58.5000 No Ice 0.3000 0.0800 24.00
2 ANT TV 0.30x1.20m (E)
D From Face 0.0000 0.0000 0.0000
0.0000 58.5000 No Ice 0.3000 0.0800 24.00
2 ANT TV 0.30x1.20m (E)
A From Face 0.6000 0.0000 0.0000
0.0000 57.5000 No Ice 0.3000 0.0800 24.00
2 ANT TV 0.30x1.20m (E)
B From Face 0.0000 0.0000 0.0000
0.0000 57.5000 No Ice 0.3000 0.0800 24.00
2 ANT TV 0.30x1.20m (E)
C From Face 0.6000 0.0000 0.0000
0.0000 57.5000 No Ice 0.3000 0.0800 24.00
2 ANT TV 0.30x1.20m (E)
D From Face 0.0000 0.0000 0.0000
0.0000 57.5000 No Ice 0.3000 0.0800 24.00
1 ANT TV 0.30x1.20m (E)
A From Face 0.6000 0.0000 0.0000
0.0000 56.5000 No Ice 0.1500 0.0400 12.00
1 ANT TV 0.30x1.20m (E)
B From Face 0.0000 0.0000 0.0000
0.0000 56.5000 No Ice 0.1500 0.0400 12.00
1 ANT TV 0.30x1.20m (E)
C From Face 0.6000 0.0000 0.0000
0.0000 56.5000 No Ice 0.1500 0.0400 12.00
1 ANT TV 0.30x1.20m (E)
D From Face 0.0000 0.0000 0.0000
0.0000 56.5000 No Ice 0.1500 0.0400 12.00
RRIISSAATToowweerr Job
TORRE DE 65m-CUADRADA PATA=12.900m V=130 KPH
Page
12 of 49
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SAN ANDRES - CONDICION ACTUAL.
Date
13:43:38 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
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
2 ANT TV 0.30x1.20m (E)
B From Leg 0.6000 0.0000 0.0000
0.0000 41.5000 No Ice 0.3000 0.0800 24.00
2 ANT TV 0.30x1.20m (E)
B From Leg 0.6000 0.0000 0.0000
0.0000 40.5000 No Ice 0.3000 0.0800 24.00
1 ANT TV 0.30x1.20m (E)
B From Leg 0.6000 0.0000 0.0000
0.0000 39.5000 No Ice 0.1500 0.0400 12.00
Dishes
Description Face
or
Leg
Dish
Type
Offset
Type
Offsets:
Horz
Lateral
Vert
m
Azimuth
Adjustment
°
3 dB
Beam
Width
°
Elevation
m
Outside
Diameter
m
Aperture
Area
m2
Weight
kg
HP8-102 (1 ANT MW Ø2.40m
E)
A Paraboloid w/Shroud (HP)
From Leg
0.4000 0.0000 0.0000
Worst 52.5000 2.4384 No Ice 4.6693 113.85
KP8F-13 (1 ANT GRIP
Ø2.40m E)
A Grid From Leg
0.4000 0.0000 0.0000
Worst 38.5000 2.4384 No Ice 3.7356 127.91
HP8-102 (1 ANT MW Ø2.40m
E)
A Paraboloid w/Shroud (HP)
From Leg
0.4000 0.0000 0.0000
Worst 34.5000 2.4384 No Ice 4.6693 113.85
Tower Pressures - No Ice
GH = 1.110
Section
Elevation
m
z
m
KZ
qz
kPa
AG
m2
F
a
c
e
AF
m2
AR
m2
Aleg
m2
Leg
%
CAAA
In
Face
m2
CAAA
Out
Face
m2
T1 65.0000-63.00
00
64.0000 1.697 1.36 2.115 A B C D
0.734 0.734 0.734 0.734
0.000 0.000 0.000 0.000
0.406 55.34 55.34 55.34 55.34
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
T2 63.0000-57.00
00
60.0000 1.666 1.33 6.345 A B C D
2.178 2.178 2.178 2.178
0.000 0.000 0.000 0.118
1.219 55.98 55.98 55.98 53.11
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
T3 57.0000-51.00
00
54.0000 1.616 1.29 6.359 A B C D
2.178 2.178 2.178 2.178
0.000 0.000 0.000 1.074
1.219 55.98 55.98 55.98 37.50
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
RRIISSAATToowweerr Job
TORRE DE 65m-CUADRADA PATA=12.900m V=130 KPH
Page
13 of 49
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SAN ANDRES - CONDICION ACTUAL.
Date
13:43:38 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
Section
Elevation
m
z
m
KZ
qz
kPa
AG
m2
F
a
c
e
AF
m2
AR
m2
Aleg
m2
Leg
%
CAAA
In
Face
m2
CAAA
Out
Face
m2
T4 51.0000-45.00
00
48.0000 1.563 1.25 6.359 A B C D
2.279 2.279 2.279 2.279
0.000 0.000 0.000 1.230
1.219 53.51 53.51 53.51 34.75
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
T5 45.0000-43.50
00
44.2500 1.527 1.22 1.928 A B C D
0.706 0.706 0.706 0.706
0.000 0.000 0.000 0.307
0.312 44.15 44.15 44.15 30.75
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
T6 43.5000-42.00
00
42.7500 1.512 1.21 2.603 A B C D
0.793 0.793 0.793 0.793
0.000 0.000 0.000 0.307
0.312 39.29 39.29 39.29 28.31
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
T7 42.0000-37.00
00
39.5000 1.478 1.18 9.799 A B C D
2.365 2.365 2.365 2.365
0.000 0.000 0.000 1.340
1.016 42.95 42.95 42.95 27.42
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
T8 37.0000-32.00
00
34.5000 1.422 1.14 9.862 A B C D
2.632 2.632 2.632 2.632
0.000 0.000 0.000 1.605
1.270 48.24 48.24 48.24 29.97
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
T9 32.0000-30.00
00
31.0000 1.379 1.10 4.455 A B C D
0.734 0.734 0.734 0.734
0.000 0.000 0.000 0.670
0.000 0.00 0.00 0.00 0.00
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
T10 30.0000-27.00
00
28.5000 1.347 1.08 8.183 A B C D
0.998 0.998 0.998 0.998
0.000 0.000 0.000 1.005
0.000 0.00 0.00 0.00 0.00
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
T11 27.0000-23.00
00
25.0000 1.297 1.04 13.711 A B C D
0.993 0.993 0.993 0.993
0.000 0.000 0.000 1.340
0.000 0.00 0.00 0.00 0.00
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
T12 23.0000-18.00
00
20.5000 1.226 0.98 21.638 A B C D
1.274 1.274 1.274 1.274
0.000 0.000 0.000 1.675
0.000 0.00 0.00 0.00 0.00
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
T13 18.0000-12.00
00
15.0000 1.121 0.90 32.566 A B C D
1.620 1.620 1.620 1.620
0.000 0.000 0.000 2.010
0.000 0.00 0.00 0.00 0.00
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
T14 12.0000-6.000
0
9.0000 1 0.80 46.694 A B C D
2.358 2.358 2.358 2.358
0.000 0.000 0.000 2.010
0.000 0.00 0.00 0.00 0.00
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
T15 6.0000-0.0000
3.0000 1 0.80 67.694 A B C D
3.300 3.300 3.300 3.300
0.000 0.000 0.000 2.010
0.000 0.00 0.00 0.00 0.00
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
RRIISSAATToowweerr Job
TORRE DE 65m-CUADRADA PATA=12.900m V=130 KPH
Page
14 of 49
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SAN ANDRES - CONDICION ACTUAL.
Date
13:43:38 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
Tower Pressure - Service
GH = 1.110
Section
Elevation
m
z
m
KZ
qz
kPa
AG
m2
F
a
c
e
AF
m2
AR
m2
Aleg
m2
Leg
%
CAAA
In
Face
m2
CAAA
Out
Face
m2
T1 65.0000-63.00
00
64.0000 1.697 0.34 2.115 A B C D
0.734 0.734 0.734 0.734
0.000 0.000 0.000 0.000
0.406 55.34 55.34 55.34 55.34
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
T2 63.0000-57.00
00
60.0000 1.666 0.33 6.345 A B C D
2.178 2.178 2.178 2.178
0.000 0.000 0.000 0.118
1.219 55.98 55.98 55.98 53.11
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
T3 57.0000-51.00
00
54.0000 1.616 0.32 6.359 A B C D
2.178 2.178 2.178 2.178
0.000 0.000 0.000 1.074
1.219 55.98 55.98 55.98 37.50
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
T4 51.0000-45.00
00
48.0000 1.563 0.31 6.359 A B C D
2.279 2.279 2.279 2.279
0.000 0.000 0.000 1.230
1.219 53.51 53.51 53.51 34.75
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
T5 45.0000-43.50
00
44.2500 1.527 0.31 1.928 A B C D
0.706 0.706 0.706 0.706
0.000 0.000 0.000 0.307
0.312 44.15 44.15 44.15 30.75
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
T6 43.5000-42.00
00
42.7500 1.512 0.30 2.603 A B C D
0.793 0.793 0.793 0.793
0.000 0.000 0.000 0.307
0.312 39.29 39.29 39.29 28.31
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
T7 42.0000-37.00
00
39.5000 1.478 0.30 9.799 A B C D
2.365 2.365 2.365 2.365
0.000 0.000 0.000 1.340
1.016 42.95 42.95 42.95 27.42
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
T8 37.0000-32.00
00
34.5000 1.422 0.28 9.862 A B C D
2.632 2.632 2.632 2.632
0.000 0.000 0.000 1.605
1.270 48.24 48.24 48.24 29.97
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
T9 32.0000-30.00
00
31.0000 1.379 0.28 4.455 A B C D
0.734 0.734 0.734 0.734
0.000 0.000 0.000 0.670
0.000 0.00 0.00 0.00 0.00
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
T10 30.0000-27.00
00
28.5000 1.347 0.27 8.183 A B C D
0.998 0.998 0.998 0.998
0.000 0.000 0.000 1.005
0.000 0.00 0.00 0.00 0.00
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
T11 27.0000-23.00
00
25.0000 1.297 0.26 13.711 A B C D
0.993 0.993 0.993 0.993
0.000 0.000 0.000 1.340
0.000 0.00 0.00 0.00 0.00
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
T12 23.0000-18.00
00
20.5000 1.226 0.25 21.638 A B C D
1.274 1.274 1.274 1.274
0.000 0.000 0.000 1.675
0.000 0.00 0.00 0.00 0.00
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
T13 18.0000-12.00
00
15.0000 1.121 0.22 32.566 A B C D
1.620 1.620 1.620 1.620
0.000 0.000 0.000 2.010
0.000 0.00 0.00 0.00 0.00
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
RRIISSAATToowweerr Job
TORRE DE 65m-CUADRADA PATA=12.900m V=130 KPH
Page
15 of 49
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SAN ANDRES - CONDICION ACTUAL.
Date
13:43:38 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
Section
Elevation
m
z
m
KZ
qz
kPa
AG
m2
F
a
c
e
AF
m2
AR
m2
Aleg
m2
Leg
%
CAAA
In
Face
m2
CAAA
Out
Face
m2
T14 12.0000-6.000
0
9.0000 1 0.20 46.694 A B C D
2.358 2.358 2.358 2.358
0.000 0.000 0.000 2.010
0.000 0.00 0.00 0.00 0.00
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
T15 6.0000-0.0000
3.0000 1 0.20 67.694 A B C D
3.300 3.300 3.300 3.300
0.000 0.000 0.000 2.010
0.000 0.00 0.00 0.00 0.00
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
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 65.0000-63.00
00
0.00 298.35 A B C D
0.347 0.347 0.347 0.347
2.434 2.434 2.434 2.434
0.631 0.631 0.631 0.631
1 1 1 1
1 1 1 1
0.734 0.734 0.734 0.734
274.41 137.20 D
T2 63.0000-57.00
00
2.98 883.69 A B C D
0.343 0.343 0.343 0.362
2.446 2.446 2.446 2.389
0.63 0.63 0.63
0.637
1 1 1 1
1 1 1 1
2.178 2.178 2.178 2.253
811.29 135.22 D
T3 57.0000-51.00
00
27.25 1045.94 A B C D
0.342 0.342 0.342 0.511
2.449 2.449 2.449 2.029
0.63 0.63 0.63
0.703
1 1 1 1
1 1 1 1
2.178 2.178 2.178 2.933
870.46 145.08 D
T4 51.0000-45.00
00
31.61 1089.51 A B C D
0.358 0.358 0.358 0.552
2.399 2.399 2.399 1.962
0.635 0.635 0.635 0.725
1 1 1 1
1 1 1 1
2.279 2.279 2.279 3.170
879.97 146.66 D
T5 45.0000-43.50
00
7.90 543.33 A B C D
0.366 0.366 0.366 0.525
2.377 2.377 2.377 2.004
0.638 0.638 0.638 0.711
1 1 1 1
1 1 1 1
0.706 0.706 0.706 0.924
255.97 170.65 D
T6 43.5000-42.00
00
7.90 622.60 A B C D
0.305 0.305 0.305 0.423
2.574 2.574 2.574 2.221
0.617 0.617 0.617 0.661
1 1 1 1
1 1 1 1
0.793 0.793 0.793 0.996
302.72 201.81 D
T7 42.0000-37.00
00
34.43 1256.62 A B C D
0.241 0.241 0.241 0.378
2.809 2.809 2.809 2.341
0.6 0.6 0.6
0.643
1 1 1 1
1 1 1 1
2.365 2.365 2.365 3.227
1010.48 202.10 D
T8 37.0000-32.00
00
41.67 1408.53 A B C D
0.267 0.267 0.267
0.43
2.71 2.71 2.71
2.203
0.606 0.606 0.606 0.664
1 1 1 1
1 1 1 1
2.632 2.632 2.632 3.698
1048.72 209.74 D
T9 32.0000-30.00
00
17.47 994.41 A B C D
0.165 0.165 0.165 0.315
3.136 3.136 3.136 2.538
0.584 0.584 0.584 0.621
1 1 1 1
1 1 1 1
0.734 0.734 0.734 1.150
364.38 182.19 D
T10 30.0000-27.00
00
26.21 1427.04 A B C D
0.122 0.122 0.122 0.245
3.34 3.34 3.34
2.795
0.578 0.578 0.578 0.601
1 1 1 1
1 1 1 1
0.998 0.998 0.998 1.602
545.72 181.91 D
T11 27.0000-23.00
34.94 1658.13 A B
0.072 0.072
3.593 3.593
0.573 0.573
1 1
1 1
0.993 0.993
649.10 162.28 D
RRIISSAATToowweerr Job
TORRE DE 65m-CUADRADA PATA=12.900m V=130 KPH
Page
16 of 49
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SAN ANDRES - CONDICION ACTUAL.
Date
13:43:38 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
Section
Elevation
m
Add
Weight
kg
Self
Weight
kg
F
a
c
e
e CF
RR DF
DR
AE
m2
F
kg
w
kglm
Ctrl.
Face
00 C D
0.072 0.17
3.593 3.112
0.573 0.585
1 1
1 1
0.993 1.777
T12 23.0000-18.00
00
43.68 2088.01 A B C D
0.059 0.059 0.059 0.136
3.667 3.667 3.667
3.27
0.572 0.572 0.572 0.579
1 1 1 1
1 1 1 1
1.274 1.274 1.274 2.244
814.01 162.80 D
T13 18.0000-12.00
00
52.41 2542.12 A B C D
0.05 0.05 0.05
0.111
3.716 3.716 3.716 3.392
0.571 0.571 0.571 0.576
1 1 1 1
1 1 1 1
1.620 1.620 1.620 2.778
956.05 159.34 D
T14 12.0000-6.000
0
52.41 3422.28 A B C D
0.05 0.05 0.05
0.094
3.712 3.712 3.712 3.483
0.571 0.571 0.571 0.574
1 1 1 1
1 1 1 1
2.358 2.358 2.358 3.513
1107.21 184.53 D
T15 6.0000-0.0000
52.41 3988.36 A B C D
0.049 0.049 0.049 0.078
3.722 3.722 3.722 3.562
0.571 0.571 0.571 0.573
1 1 1 1
1 1 1 1
3.300 3.300 3.300 4.452
1434.98 239.16 D
Sum Weight: 433.27 23268.93 OTM 344220 kg-m
11325.47
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 65.0000-63.00
00
0.00 298.35 A B C D
0.347 0.347 0.347 0.347
2.434 2.434 2.434 2.434
0.631 0.631 0.631 0.631
1.2 1.2 1.2 1.2
1.2 1.2 1.2 1.2
0.881 0.881 0.881 0.881
329.29 164.64 D
T2 63.0000-57.00
00
2.98 883.69 A B C D
0.343 0.343 0.343 0.362
2.446 2.446 2.446 2.389
0.63 0.63 0.63
0.637
1.2 1.2 1.2 1.2
1.2 1.2 1.2 1.2
2.613 2.613 2.613 2.703
973.55 162.26 D
T3 57.0000-51.00
00
27.25 1045.94 A B C D
0.342 0.342 0.342 0.511
2.449 2.449 2.449 2.029
0.63 0.63 0.63
0.703
1.2 1.2 1.2 1.2
1.2 1.2 1.2 1.2
2.613 2.613 2.613 3.519
1044.55 174.09 D
T4 51.0000-45.00
00
31.61 1089.51 A B C D
0.358 0.358 0.358 0.552
2.399 2.399 2.399 1.962
0.635 0.635 0.635 0.725
1.2 1.2 1.2 1.2
1.2 1.2 1.2 1.2
2.734 2.734 2.734 3.805
1055.96 175.99 D
T5 45.0000-43.50
00
7.90 543.33 A B C D
0.366 0.366 0.366 0.525
2.377 2.377 2.377 2.004
0.638 0.638 0.638 0.711
1.2 1.2 1.2 1.2
1.2 1.2 1.2 1.2
0.847 0.847 0.847 1.109
307.17 204.78 D
T6 43.5000-42.00
00
7.90 622.60 A B C D
0.305 0.305 0.305 0.423
2.574 2.574 2.574 2.221
0.617 0.617 0.617 0.661
1.2 1.2 1.2 1.2
1.2 1.2 1.2 1.2
0.952 0.952 0.952 1.195
363.26 242.17 D
T7 42.0000-37.00
00
34.43 1256.62 A B C D
0.241 0.241 0.241 0.378
2.809 2.809 2.809 2.341
0.6 0.6 0.6
0.643
1.181 1.181 1.181
1.2
1.181 1.181 1.181
1.2
2.794 2.794 2.794 3.872
1212.58 242.52 D
T8 41.67 1408.53 A 0.267 2.71 0.606 1.2 1.2 3.159 1258.47 251.69 D
RRIISSAATToowweerr Job
TORRE DE 65m-CUADRADA PATA=12.900m V=130 KPH
Page
17 of 49
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SAN ANDRES - CONDICION ACTUAL.
Date
13:43:38 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
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
37.0000-32.0000
B C D
0.267 0.267
0.43
2.71 2.71
2.203
0.606 0.606 0.664
1.2 1.2 1.2
1.2 1.2 1.2
3.159 3.159 4.438
T9 32.0000-30.00
00
17.47 994.41 A B C D
0.165 0.165 0.165 0.315
3.136 3.136 3.136 2.538
0.584 0.584 0.584 0.621
1.124 1.124 1.124
1.2
1.124 1.124 1.124
1.2
0.825 0.825 0.825 1.380
437.25 218.63 D
T10 30.0000-27.00
00
26.21 1427.04 A B C D
0.122 0.122 0.122 0.245
3.34 3.34 3.34
2.795
0.578 0.578 0.578 0.601
1.092 1.092 1.092 1.184
1.092 1.092 1.092 1.184
1.090 1.090 1.090 1.896
645.93 215.31 D
T11 27.0000-23.00
00
34.94 1658.13 A B C D
0.072 0.072 0.072
0.17
3.593 3.593 3.593 3.112
0.573 0.573 0.573 0.585
1.054 1.054 1.054 1.128
1.054 1.054 1.054 1.128
1.047 1.047 1.047 2.004
731.96 182.99 D
T12 23.0000-18.00
00
43.68 2088.01 A B C D
0.059 0.059 0.059 0.136
3.667 3.667 3.667
3.27
0.572 0.572 0.572 0.579
1.044 1.044 1.044 1.102
1.044 1.044 1.044 1.102
1.330 1.330 1.330 2.474
897.21 179.44 D
T13 18.0000-12.00
00
52.41 2542.12 A B C D
0.05 0.05 0.05
0.111
3.716 3.716 3.716 3.392
0.571 0.571 0.571 0.576
1.037 1.037 1.037 1.084
1.037 1.037 1.037 1.084
1.680 1.680 1.680 3.011
1035.98 172.66 D
T14 12.0000-6.000
0
52.41 3422.28 A B C D
0.05 0.05 0.05
0.094
3.712 3.712 3.712 3.483
0.571 0.571 0.571 0.574
1.038 1.038 1.038
1.07
1.038 1.038 1.038
1.07
2.447 2.447 2.447 3.759
1184.89 197.48 D
T15 6.0000-0.0000
52.41 3988.36 A B C D
0.049 0.049 0.049 0.078
3.722 3.722 3.722 3.562
0.571 0.571 0.571 0.573
1.037 1.037 1.037 1.059
1.037 1.037 1.037 1.059
3.420 3.420 3.420 4.714
1519.40 253.23 D
Sum Weight: 433.27 23268.93 OTM 406432 kg-m
12997.45
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 65.0000-63.00
00
0.00 298.35 A B C D
0.347 0.347 0.347 0.347
2.434 2.434 2.434 2.434
0.631 0.631 0.631 0.631
1 1 1 1
1 1 1 1
0.734 0.734 0.734 0.734
68.60 34.30 D
T2 63.0000-57.00
00
2.98 883.69 A B C D
0.343 0.343 0.343 0.362
2.446 2.446 2.446 2.389
0.63 0.63 0.63
0.637
1 1 1 1
1 1 1 1
2.178 2.178 2.178 2.253
202.82 33.80 D
T3 57.0000-51.00
00
27.25 1045.94 A B C D
0.342 0.342 0.342 0.511
2.449 2.449 2.449 2.029
0.63 0.63 0.63
0.703
1 1 1 1
1 1 1 1
2.178 2.178 2.178 2.933
217.61 36.27 D
T4 51.0000-45.00
00
31.61 1089.51 A B C D
0.358 0.358 0.358 0.552
2.399 2.399 2.399 1.962
0.635 0.635 0.635 0.725
1 1 1 1
1 1 1 1
2.279 2.279 2.279 3.170
219.99 36.67 D
RRIISSAATToowweerr Job
TORRE DE 65m-CUADRADA PATA=12.900m V=130 KPH
Page
18 of 49
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SAN ANDRES - CONDICION ACTUAL.
Date
13:43:38 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
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
T5 45.0000-43.50
00
7.90 543.33 A B C D
0.366 0.366 0.366 0.525
2.377 2.377 2.377 2.004
0.638 0.638 0.638 0.711
1 1 1 1
1 1 1 1
0.706 0.706 0.706 0.924
63.99 42.66 D
T6 43.5000-42.00
00
7.90 622.60 A B C D
0.305 0.305 0.305 0.423
2.574 2.574 2.574 2.221
0.617 0.617 0.617 0.661
1 1 1 1
1 1 1 1
0.793 0.793 0.793 0.996
75.68 50.45 D
T7 42.0000-37.00
00
34.43 1256.62 A B C D
0.241 0.241 0.241 0.378
2.809 2.809 2.809 2.341
0.6 0.6 0.6
0.643
1 1 1 1
1 1 1 1
2.365 2.365 2.365 3.227
252.62 50.52 D
T8 37.0000-32.00
00
41.67 1408.53 A B C D
0.267 0.267 0.267
0.43
2.71 2.71 2.71
2.203
0.606 0.606 0.606 0.664
1 1 1 1
1 1 1 1
2.632 2.632 2.632 3.698
262.18 52.44 D
T9 32.0000-30.00
00
17.47 994.41 A B C D
0.165 0.165 0.165 0.315
3.136 3.136 3.136 2.538
0.584 0.584 0.584 0.621
1 1 1 1
1 1 1 1
0.734 0.734 0.734 1.150
91.09 45.55 D
T10 30.0000-27.00
00
26.21 1427.04 A B C D
0.122 0.122 0.122 0.245
3.34 3.34 3.34
2.795
0.578 0.578 0.578 0.601
1 1 1 1
1 1 1 1
0.998 0.998 0.998 1.602
136.43 45.48 D
T11 27.0000-23.00
00
34.94 1658.13 A B C D
0.072 0.072 0.072
0.17
3.593 3.593 3.593 3.112
0.573 0.573 0.573 0.585
1 1 1 1
1 1 1 1
0.993 0.993 0.993 1.777
162.28 40.57 D
T12 23.0000-18.00
00
43.68 2088.01 A B C D
0.059 0.059 0.059 0.136
3.667 3.667 3.667
3.27
0.572 0.572 0.572 0.579
1 1 1 1
1 1 1 1
1.274 1.274 1.274 2.244
203.50 40.70 D
T13 18.0000-12.00
00
52.41 2542.12 A B C D
0.05 0.05 0.05
0.111
3.716 3.716 3.716 3.392
0.571 0.571 0.571 0.576
1 1 1 1
1 1 1 1
1.620 1.620 1.620 2.778
239.01 39.84 D
T14 12.0000-6.000
0
52.41 3422.28 A B C D
0.05 0.05 0.05
0.094
3.712 3.712 3.712 3.483
0.571 0.571 0.571 0.574
1 1 1 1
1 1 1 1
2.358 2.358 2.358 3.513
276.80 46.13 D
T15 6.0000-0.0000
52.41 3988.36 A B C D
0.049 0.049 0.049 0.078
3.722 3.722 3.722 3.562
0.571 0.571 0.571 0.573
1 1 1 1
1 1 1 1
3.300 3.300 3.300 4.452
358.74 59.79 D
Sum Weight: 433.27 23268.93 OTM 86055 kg-m
2831.37
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 65.0000-63.00
00
0.00 298.35 A B C
0.347 0.347 0.347
2.434 2.434 2.434
0.631 0.631 0.631
1.2 1.2 1.2
1.2 1.2 1.2
0.881 0.881 0.881
82.32 41.16 D
RRIISSAATToowweerr Job
TORRE DE 65m-CUADRADA PATA=12.900m V=130 KPH
Page
19 of 49
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SAN ANDRES - CONDICION ACTUAL.
Date
13:43:38 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
Section
Elevation
m
Add
Weight
kg
Self
Weight
kg
F
a
c
e
e CF
RR DF
DR
AE
m2
F
kg
w
kglm
Ctrl.
Face
D 0.347 2.434 0.631 1.2 1.2 0.881 T2
63.0000-57.0000
2.98 883.69 A B C D
0.343 0.343 0.343 0.362
2.446 2.446 2.446 2.389
0.63 0.63 0.63
0.637
1.2 1.2 1.2 1.2
1.2 1.2 1.2 1.2
2.613 2.613 2.613 2.703
243.39 40.56 D
T3 57.0000-51.00
00
27.25 1045.94 A B C D
0.342 0.342 0.342 0.511
2.449 2.449 2.449 2.029
0.63 0.63 0.63
0.703
1.2 1.2 1.2 1.2
1.2 1.2 1.2 1.2
2.613 2.613 2.613 3.519
261.14 43.52 D
T4 51.0000-45.00
00
31.61 1089.51 A B C D
0.358 0.358 0.358 0.552
2.399 2.399 2.399 1.962
0.635 0.635 0.635 0.725
1.2 1.2 1.2 1.2
1.2 1.2 1.2 1.2
2.734 2.734 2.734 3.805
263.99 44.00 D
T5 45.0000-43.50
00
7.90 543.33 A B C D
0.366 0.366 0.366 0.525
2.377 2.377 2.377 2.004
0.638 0.638 0.638 0.711
1.2 1.2 1.2 1.2
1.2 1.2 1.2 1.2
0.847 0.847 0.847 1.109
76.79 51.19 D
T6 43.5000-42.00
00
7.90 622.60 A B C D
0.305 0.305 0.305 0.423
2.574 2.574 2.574 2.221
0.617 0.617 0.617 0.661
1.2 1.2 1.2 1.2
1.2 1.2 1.2 1.2
0.952 0.952 0.952 1.195
90.82 60.54 D
T7 42.0000-37.00
00
34.43 1256.62 A B C D
0.241 0.241 0.241 0.378
2.809 2.809 2.809 2.341
0.6 0.6 0.6
0.643
1.181 1.181 1.181
1.2
1.181 1.181 1.181
1.2
2.794 2.794 2.794 3.872
303.14 60.63 D
T8 37.0000-32.00
00
41.67 1408.53 A B C D
0.267 0.267 0.267
0.43
2.71 2.71 2.71
2.203
0.606 0.606 0.606 0.664
1.2 1.2 1.2 1.2
1.2 1.2 1.2 1.2
3.159 3.159 3.159 4.438
314.62 62.92 D
T9 32.0000-30.00
00
17.47 994.41 A B C D
0.165 0.165 0.165 0.315
3.136 3.136 3.136 2.538
0.584 0.584 0.584 0.621
1.124 1.124 1.124
1.2
1.124 1.124 1.124
1.2
0.825 0.825 0.825 1.380
109.31 54.66 D
T10 30.0000-27.00
00
26.21 1427.04 A B C D
0.122 0.122 0.122 0.245
3.34 3.34 3.34
2.795
0.578 0.578 0.578 0.601
1.092 1.092 1.092 1.184
1.092 1.092 1.092 1.184
1.090 1.090 1.090 1.896
161.48 53.83 D
T11 27.0000-23.00
00
34.94 1658.13 A B C D
0.072 0.072 0.072
0.17
3.593 3.593 3.593 3.112
0.573 0.573 0.573 0.585
1.054 1.054 1.054 1.128
1.054 1.054 1.054 1.128
1.047 1.047 1.047 2.004
182.99 45.75 D
T12 23.0000-18.00
00
43.68 2088.01 A B C D
0.059 0.059 0.059 0.136
3.667 3.667 3.667
3.27
0.572 0.572 0.572 0.579
1.044 1.044 1.044 1.102
1.044 1.044 1.044 1.102
1.330 1.330 1.330 2.474
224.30 44.86 D
T13 18.0000-12.00
00
52.41 2542.12 A B C D
0.05 0.05 0.05
0.111
3.716 3.716 3.716 3.392
0.571 0.571 0.571 0.576
1.037 1.037 1.037 1.084
1.037 1.037 1.037 1.084
1.680 1.680 1.680 3.011
259.00 43.17 D
T14 12.0000-6.000
0
52.41 3422.28 A B C D
0.05 0.05 0.05
0.094
3.712 3.712 3.712 3.483
0.571 0.571 0.571 0.574
1.038 1.038 1.038
1.07
1.038 1.038 1.038
1.07
2.447 2.447 2.447 3.759
296.22 49.37 D
T15 6.0000-0.0000
52.41 3988.36 A B C D
0.049 0.049 0.049 0.078
3.722 3.722 3.722 3.562
0.571 0.571 0.571 0.573
1.037 1.037 1.037 1.059
1.037 1.037 1.037 1.059
3.420 3.420 3.420 4.714
379.85 63.31 D
Sum Weight: 433.27 23268.93 OTM 101608 kg-m
3249.36
RRIISSAATToowweerr Job
TORRE DE 65m-CUADRADA PATA=12.900m V=130 KPH
Page
20 of 49
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SAN ANDRES - CONDICION ACTUAL.
Date
13:43:38 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
Mast Vectors - No Ice
Section
No. Section
Elevation
m
Wind
Azimuth
°
Directionality F
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m T1 65.0000-63.0000 0 Wind Normal 274.41 0.00 -274.41 -17562 0 0
45 Wind 90 329.29 232.84 -232.84 -14902 -14902 0 90 Wind Normal 274.41 274.41 0.00 0 -17562 0
T2 63.0000-57.0000 0 Wind Normal 811.29 0.00 -811.29 -48676 0 0 45 Wind 90 973.55 688.41 -688.41 -41303 -41304 5 90 Wind Normal 811.29 811.29 0.00 2 -48678 5
T3 57.0000-51.0000 0 Wind Normal 870.46 0.00 -870.46 -46991 0 0 45 Wind 90 1044.55 738.61 -738.61 -39871 -39885 41 90 Wind Normal 870.46 870.46 0.00 14 -47005 48
T4 51.0000-45.0000 0 Wind Normal 879.97 0.00 -879.97 -42222 0 0 45 Wind 90 1055.96 746.68 -746.68 -35824 -35841 45 90 Wind Normal 879.97 879.97 0.00 16 -42238 53
T5 45.0000-43.5000 0 Wind Normal 255.97 0.00 -255.97 -11322 0 0 45 Wind 90 307.17 217.20 -217.20 -9606 -9611 13 90 Wind Normal 255.97 255.97 0.00 5 -11327 16
T6 43.5000-42.0000 0 Wind Normal 302.72 0.00 -302.72 -12935 0 0 45 Wind 90 363.26 256.86 -256.86 -10974 -10981 19 90 Wind Normal 302.72 302.72 0.00 7 -12941 23
T7 42.0000-37.0000 0 Wind Normal 1010.48 0.00 -1010.48 -39881 0 0 45 Wind 90 1212.58 857.42 -857.42 -33835 -33868 102 90 Wind Normal 1010.48 1010.48 0.00 33 -39914 120
T8 37.0000-32.0000 0 Wind Normal 1048.72 0.00 -1048.72 -36141 0 0 45 Wind 90 1258.47 889.87 -889.87 -30661 -30701 113 90 Wind Normal 1048.72 1048.72 0.00 40 -36181 133
T9 32.0000-30.0000 0 Wind Normal 364.38 0.00 -364.38 -11277 0 0 45 Wind 90 437.25 309.18 -309.18 -9566 -9585 61 90 Wind Normal 364.38 364.38 0.00 19 -11296 72
T10 30.0000-27.0000 0 Wind Normal 545.72 0.00 -545.72 -15519 0 0 45 Wind 90 645.93 456.74 -456.74 -12983 -13017 120 90 Wind Normal 545.72 545.72 0.00 34 -15553 144
T11 27.0000-23.0000 0 Wind Normal 649.10 0.00 -649.10 -16170 0 0 45 Wind 90 731.96 517.57 -517.57 -12881 -12939 217 90 Wind Normal 649.10 649.10 0.00 58 -16228 272
T12 23.0000-18.0000 0 Wind Normal 814.01 0.00 -814.01 -16595 0 0 45 Wind 90 897.21 634.42 -634.42 -12914 -13006 331 90 Wind Normal 814.01 814.01 0.00 92 -16687 425
T13 18.0000-12.0000 0 Wind Normal 956.05 0.00 -956.05 -14201 0 0 45 Wind 90 1035.98 732.55 -732.55 -10849 -10988 461 90 Wind Normal 956.05 956.05 0.00 139 -14341 602
T14 12.0000-6.0000 0 Wind Normal 1107.21 0.00 -1107.21 -9764 0 0 45 Wind 90 1184.89 837.84 -837.84 -7340 -7541 564 90 Wind Normal 1107.21 1107.21 0.00 201 -9965 746
T15 6.0000-0.0000 0 Wind Normal 1434.98 0.00 -1434.98 -4012 0 0 45 Wind 90 1519.40 1074.38 -1074.38 -2930 -3223 793 90 Wind Normal 1434.98 1434.98 0.00 293 -4305 1059
RRIISSAATToowweerr Job
TORRE DE 65m-CUADRADA PATA=12.900m V=130 KPH
Page
21 of 49
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SAN ANDRES - CONDICION ACTUAL.
Date
13:43:38 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
Mast Totals - No Ice
Wind
Azimuth
°
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 0.00 -11325.47 -343268 0 0
45 9190.58 -9190.58 -286439 -287391 2885 90 11325.47 0.00 952 -344220 3717
Mast Vectors - Service
Section
No. Section
Elevation
m
Wind
Azimuth
°
Directionality F
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m T1 65.0000-63.0000 0 Wind Normal 68.60 0.00 -68.60 -4391 0 0
45 Wind 90 82.32 58.21 -58.21 -3725 -3725 0 90 Wind Normal 68.60 68.60 0.00 0 -4391 0
T2 63.0000-57.0000 0 Wind Normal 202.82 0.00 -202.82 -12168 0 0 45 Wind 90 243.39 172.10 -172.10 -10325 -10326 1 90 Wind Normal 202.82 202.82 0.00 2 -12169 1
T3 57.0000-51.0000 0 Wind Normal 217.61 0.00 -217.61 -11737 0 0 45 Wind 90 261.14 184.65 -184.65 -9957 -9971 10 90 Wind Normal 217.61 217.61 0.00 14 -11751 12
T4 51.0000-45.0000 0 Wind Normal 219.99 0.00 -219.99 -10544 0 0 45 Wind 90 263.99 186.67 -186.67 -8944 -8960 11 90 Wind Normal 219.99 219.99 0.00 16 -10560 13
T5 45.0000-43.5000 0 Wind Normal 63.99 0.00 -63.99 -2827 0 0 45 Wind 90 76.79 54.30 -54.30 -2398 -2403 3 90 Wind Normal 63.99 63.99 0.00 5 -2832 4
T6 43.5000-42.0000 0 Wind Normal 75.68 0.00 -75.68 -3229 0 0 45 Wind 90 90.82 64.22 -64.22 -2739 -2745 5 90 Wind Normal 75.68 75.68 0.00 7 -3235 6
T7 42.0000-37.0000 0 Wind Normal 252.62 0.00 -252.62 -9946 0 0 45 Wind 90 303.14 214.36 -214.36 -8434 -8467 25 90 Wind Normal 252.62 252.62 0.00 33 -9979 30
T8 37.0000-32.0000 0 Wind Normal 262.18 0.00 -262.18 -9005 0 0 45 Wind 90 314.62 222.47 -222.47 -7635 -7675 28 90 Wind Normal 262.18 262.18 0.00 40 -9045 33
T9 32.0000-30.0000 0 Wind Normal 91.09 0.00 -91.09 -2805 0 0 45 Wind 90 109.31 77.30 -77.30 -2378 -2396 15 90 Wind Normal 91.09 91.09 0.00 19 -2824 18
T10 30.0000-27.0000 0 Wind Normal 136.43 0.00 -136.43 -3854 0 0 45 Wind 90 161.48 114.19 -114.19 -3220 -3254 30 90 Wind Normal 136.43 136.43 0.00 34 -3888 36
T11 27.0000-23.0000 0 Wind Normal 162.28 0.00 -162.28 -3999 0 0 45 Wind 90 182.99 129.39 -129.39 -3177 -3235 54 90 Wind Normal 162.28 162.28 0.00 58 -4057 68
T12 23.0000-18.0000 0 Wind Normal 203.50 0.00 -203.50 -4080 0 0 45 Wind 90 224.30 158.61 -158.61 -3159 -3251 83 90 Wind Normal 203.50 203.50 0.00 92 -4172 106
T13 18.0000-12.0000 0 Wind Normal 239.01 0.00 -239.01 -3446 0 0 45 Wind 90 259.00 183.14 -183.14 -2608 -2747 115 90 Wind Normal 239.01 239.01 0.00 139 -3585 150
T14 12.0000-6.0000 0 Wind Normal 276.80 0.00 -276.80 -2290 0 0 45 Wind 90 296.22 209.46 -209.46 -1684 -1885 141 90 Wind Normal 276.80 276.80 0.00 201 -2491 186
T15 6.0000-0.0000 0 Wind Normal 358.74 0.00 -358.74 -784 0 0 45 Wind 90 379.85 268.59 -268.59 -513 -806 198
RRIISSAATToowweerr Job
TORRE DE 65m-CUADRADA PATA=12.900m V=130 KPH
Page
22 of 49
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SAN ANDRES - CONDICION ACTUAL.
Date
13:43:38 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
Section
No. Section
Elevation
m
Wind
Azimuth
°
Directionality F
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 90 Wind Normal 358.74 358.74 0.00 293 -1076 265
Mast Totals - Service
Wind
Azimuth
°
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 0.00 -2831.37 -85103 0 0
45 2297.65 -2297.65 -70896 -71848 721 90 2831.37 0.00 952 -86055 929
Discrete Appurtenance Pressures - No Ice GH = 1.110
Description Aiming
Azimuth
°
Weight
kg
Offsetx
m
Offsetz
m
z
m
Kz qz
kPa
CAAC
Front m
2
CAAC
Side m
2 ANT OMNI L=3m 45.0000 85.00 0.7828 -0.7828 63.5000 1.693 1.35 0.1500 0.1500 2 ANT TV 0.30x1.20m 270.0000 24.00 -1.1000 0.0000 58.5000 1.654 1.32 0.3000 0.0800 2 ANT TV 0.30x1.20m 0.0000 24.00 0.0000 -0.5000 58.5000 1.654 1.32 0.3000 0.0800 2 ANT TV 0.30x1.20m 90.0000 24.00 1.1000 0.0000 58.5000 1.654 1.32 0.3000 0.0800 2 ANT TV 0.30x1.20m 180.0000 24.00 0.0000 0.5000 58.5000 1.654 1.32 0.3000 0.0800 2 ANT TV 0.30x1.20m 270.0000 24.00 -1.1000 0.0000 57.5000 1.646 1.32 0.3000 0.0800 2 ANT TV 0.30x1.20m 0.0000 24.00 0.0000 -0.5000 57.5000 1.646 1.32 0.3000 0.0800 2 ANT TV 0.30x1.20m 90.0000 24.00 1.1000 0.0000 57.5000 1.646 1.32 0.3000 0.0800 2 ANT TV 0.30x1.20m 180.0000 24.00 0.0000 0.5000 57.5000 1.646 1.32 0.3000 0.0800 1 ANT TV 0.30x1.20m 270.0000 12.00 -1.1000 0.0000 56.5000 1.637 1.31 0.1500 0.0400 1 ANT TV 0.30x1.20m 0.0000 12.00 0.0000 -0.5000 56.5000 1.637 1.31 0.1500 0.0400 1 ANT TV 0.30x1.20m 90.0000 12.00 1.1000 0.0000 56.5000 1.637 1.31 0.1500 0.0400 1 ANT TV 0.30x1.20m 180.0000 12.00 0.0000 0.5000 56.5000 1.637 1.31 0.1500 0.0400 2 ANT TV 0.30x1.20m 45.0000 24.00 1.3743 -1.3743 41.5000 1.499 1.20 0.3000 0.0800 2 ANT TV 0.30x1.20m 45.0000 24.00 1.3743 -1.3743 40.5000 1.489 1.19 0.3000 0.0800 1 ANT TV 0.30x1.20m 45.0000 12.00 1.3743 -1.3743 39.5000 1.478 1.18 0.1500 0.0400 Sum
Weight: 385.00
Discrete Appurtenance Vectors - No Ice
ANT OMNI L=3m - Elevation 63.5 - From Leg B
Wind
Azimuth
°
Fa
kg
Fs
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 16.25 16.25 0.00 -22.98 -1526 -67 18
45 22.98 0.00 16.25 -16.25 -1098 -1098 0 90 16.25 16.25 22.98 0.00 -67 -1526 -18
RRIISSAATToowweerr Job
TORRE DE 65m-CUADRADA PATA=12.900m V=130 KPH
Page
23 of 49
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SAN ANDRES - CONDICION ACTUAL.
Date
13:43:38 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
2 ANT TV 0.30x1.20m - Elevation 58.5 - From Face A
Wind
Azimuth
°
Fa
kg
Fs
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 0.00 11.97 0.00 -11.97 -700 26 -13
45 31.75 8.47 31.75 -8.47 -495 -1831 -9 90 44.90 0.00 44.90 0.00 0 -2600 0
2 ANT TV 0.30x1.20m - Elevation 58.5 - From Face B
Wind
Azimuth
°
Fa
kg
Fs
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 44.90 0.00 0.00 -44.90 -2638 0 0
45 31.75 8.47 8.47 -31.75 -1869 -495 -4 90 0.00 11.97 11.97 0.00 -12 -700 -6
2 ANT TV 0.30x1.20m - Elevation 58.5 - From Face C
Wind
Azimuth
°
Fa
kg
Fs
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 0.00 11.97 0.00 -11.97 -700 -26 13
45 31.75 8.47 31.75 -8.47 -495 -1884 9 90 44.90 0.00 44.90 0.00 0 -2653 0
2 ANT TV 0.30x1.20m - Elevation 58.5 - From Face D
Wind
Azimuth
°
Fa
kg
Fs
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 44.90 0.00 0.00 -44.90 -2614 0 0
45 31.75 8.47 8.47 -31.75 -1845 -495 4 90 0.00 11.97 11.97 0.00 12 -700 6
2 ANT TV 0.30x1.20m - Elevation 57.5 - From Face A
Wind
Azimuth
°
Fa
kg
Fs
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 0.00 11.91 0.00 -11.91 -685 26 -13
45 31.59 8.42 31.59 -8.42 -484 -1790 -9 90 44.68 0.00 44.68 0.00 0 -2542 0
2 ANT TV 0.30x1.20m - Elevation 57.5 - From Face B
Wind
Azimuth
°
Fa
kg
Fs
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 44.68 0.00 0.00 -44.68 -2581 0 0
45 31.59 8.42 8.42 -31.59 -1828 -484 -4 90 0.00 11.91 11.91 0.00 -12 -685 -6
RRIISSAATToowweerr Job
TORRE DE 65m-CUADRADA PATA=12.900m V=130 KPH
Page
24 of 49
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SAN ANDRES - CONDICION ACTUAL.
Date
13:43:38 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
2 ANT TV 0.30x1.20m - Elevation 57.5 - From Face C
Wind
Azimuth
°
Fa
kg
Fs
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 0.00 11.91 0.00 -11.91 -685 -26 13
45 31.59 8.42 31.59 -8.42 -484 -1843 9 90 44.68 0.00 44.68 0.00 0 -2595 0
2 ANT TV 0.30x1.20m - Elevation 57.5 - From Face D
Wind
Azimuth
°
Fa
kg
Fs
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 44.68 0.00 0.00 -44.68 -2557 0 0
45 31.59 8.42 8.42 -31.59 -1804 -484 4 90 0.00 11.91 11.91 0.00 12 -685 6
1 ANT TV 0.30x1.20m - Elevation 56.5 - From Face A
Wind
Azimuth
°
Fa
kg
Fs
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 0.00 5.93 0.00 -5.93 -335 13 -7
45 15.72 4.19 15.72 -4.19 -237 -875 -5 90 22.23 0.00 22.23 0.00 0 -1243 0
1 ANT TV 0.30x1.20m - Elevation 56.5 - From Face B
Wind
Azimuth
°
Fa
kg
Fs
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 22.23 0.00 0.00 -22.23 -1262 0 0
45 15.72 4.19 4.19 -15.72 -894 -237 -2 90 0.00 5.93 5.93 0.00 -6 -335 -3
1 ANT TV 0.30x1.20m - Elevation 56.5 - From Face C
Wind
Azimuth
°
Fa
kg
Fs
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 0.00 5.93 0.00 -5.93 -335 -13 7
45 15.72 4.19 15.72 -4.19 -237 -901 5 90 22.23 0.00 22.23 0.00 0 -1269 0
1 ANT TV 0.30x1.20m - Elevation 56.5 - From Face D
Wind
Azimuth
°
Fa
kg
Fs
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 22.23 0.00 0.00 -22.23 -1250 0 0
45 15.72 4.19 4.19 -15.72 -882 -237 2 90 0.00 5.93 5.93 0.00 6 -335 3
RRIISSAATToowweerr Job
TORRE DE 65m-CUADRADA PATA=12.900m V=130 KPH
Page
25 of 49
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SAN ANDRES - CONDICION ACTUAL.
Date
13:43:38 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
2 ANT TV 0.30x1.20m - Elevation 41.5 - From Leg B
Wind
Azimuth
°
Fa
kg
Fs
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 28.78 7.67 14.92 -25.78 -1103 -652 15
45 40.70 0.00 28.78 -28.78 -1227 -1227 0 90 28.78 7.67 25.78 -14.92 -652 -1103 -15
2 ANT TV 0.30x1.20m - Elevation 40.5 - From Leg B
Wind
Azimuth
°
Fa
kg
Fs
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 28.58 7.62 14.82 -25.60 -1070 -633 15
45 40.42 0.00 28.58 -28.58 -1191 -1191 0 90 28.58 7.62 25.60 -14.82 -633 -1070 -15
1 ANT TV 0.30x1.20m - Elevation 39.5 - From Leg B
Wind
Azimuth
°
Fa
kg
Fs
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 14.19 3.78 7.36 -12.71 -518 -307 7
45 20.07 0.00 14.19 -14.19 -577 -577 0 90 14.19 3.78 12.71 -7.36 -307 -518 -7
Discrete Appurtenance Totals - No Ice
Wind
Azimuth
°
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 37.10 -370.29 -20560 -1659 55
45 288.07 -288.07 -15649 -15649 0 90 370.29 -37.10 -1659 -20560 -55
Discrete Appurtenance Pressures - Service GH = 1.110
Description Aiming
Azimuth
°
Weight
kg
Offsetx
m
Offsetz
m
z
m
Kz qz
kPa
CAAC
Front m
2
CAAC
Side m
2 ANT OMNI L=3m 45.0000 85.00 0.7828 -0.7828 63.5000 1.693 0.34 0.1500 0.1500 2 ANT TV 0.30x1.20m 270.0000 24.00 -1.1000 0.0000 58.5000 1.654 0.33 0.3000 0.0800 2 ANT TV 0.30x1.20m 0.0000 24.00 0.0000 -0.5000 58.5000 1.654 0.33 0.3000 0.0800 2 ANT TV 0.30x1.20m 90.0000 24.00 1.1000 0.0000 58.5000 1.654 0.33 0.3000 0.0800 2 ANT TV 0.30x1.20m 180.0000 24.00 0.0000 0.5000 58.5000 1.654 0.33 0.3000 0.0800 2 ANT TV 0.30x1.20m 270.0000 24.00 -1.1000 0.0000 57.5000 1.646 0.33 0.3000 0.0800 2 ANT TV 0.30x1.20m 0.0000 24.00 0.0000 -0.5000 57.5000 1.646 0.33 0.3000 0.0800 2 ANT TV 0.30x1.20m 90.0000 24.00 1.1000 0.0000 57.5000 1.646 0.33 0.3000 0.0800 2 ANT TV 0.30x1.20m 180.0000 24.00 0.0000 0.5000 57.5000 1.646 0.33 0.3000 0.0800 1 ANT TV 0.30x1.20m 270.0000 12.00 -1.1000 0.0000 56.5000 1.637 0.33 0.1500 0.0400 1 ANT TV 0.30x1.20m 0.0000 12.00 0.0000 -0.5000 56.5000 1.637 0.33 0.1500 0.0400
RRIISSAATToowweerr Job
TORRE DE 65m-CUADRADA PATA=12.900m V=130 KPH
Page
26 of 49
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SAN ANDRES - CONDICION ACTUAL.
Date
13:43:38 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
Description Aiming
Azimuth
°
Weight
kg
Offsetx
m
Offsetz
m
z
m
Kz qz
kPa
CAAC
Front m
2
CAAC
Side m
2 1 ANT TV 0.30x1.20m 90.0000 12.00 1.1000 0.0000 56.5000 1.637 0.33 0.1500 0.0400 1 ANT TV 0.30x1.20m 180.0000 12.00 0.0000 0.5000 56.5000 1.637 0.33 0.1500 0.0400 2 ANT TV 0.30x1.20m 45.0000 24.00 1.3743 -1.3743 41.5000 1.499 0.30 0.3000 0.0800 2 ANT TV 0.30x1.20m 45.0000 24.00 1.3743 -1.3743 40.5000 1.489 0.30 0.3000 0.0800 1 ANT TV 0.30x1.20m 45.0000 12.00 1.3743 -1.3743 39.5000 1.478 0.30 0.1500 0.0400 Sum
Weight: 385.00
Discrete Appurtenance Vectors - Service
ANT OMNI L=3m - Elevation 63.5 - From Leg B
Wind
Azimuth
°
Fa
kg
Fs
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 4.06 4.06 0.00 -5.75 -431 -67 4
45 5.75 0.00 4.06 -4.06 -325 -325 0 90 4.06 4.06 5.75 0.00 -67 -431 -4
2 ANT TV 0.30x1.20m - Elevation 58.5 - From Face A
Wind
Azimuth
°
Fa
kg
Fs
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 0.00 2.99 0.00 -2.99 -175 26 -3
45 7.94 2.12 7.94 -2.12 -124 -438 -2 90 11.22 0.00 11.22 0.00 0 -630 0
2 ANT TV 0.30x1.20m - Elevation 58.5 - From Face B
Wind
Azimuth
°
Fa
kg
Fs
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 11.22 0.00 0.00 -11.22 -669 0 0
45 7.94 2.12 2.12 -7.94 -476 -124 -1 90 0.00 2.99 2.99 0.00 -12 -175 -1
2 ANT TV 0.30x1.20m - Elevation 58.5 - From Face C
Wind
Azimuth
°
Fa
kg
Fs
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 0.00 2.99 0.00 -2.99 -175 -26 3
45 7.94 2.12 7.94 -2.12 -124 -491 2 90 11.22 0.00 11.22 0.00 0 -683 0
2 ANT TV 0.30x1.20m - Elevation 58.5 - From Face D
Wind
Azimuth
°
Fa
kg
Fs
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 11.22 0.00 0.00 -11.22 -645 0 0
45 7.94 2.12 2.12 -7.94 -452 -124 1 90 0.00 2.99 2.99 0.00 12 -175 1
RRIISSAATToowweerr Job
TORRE DE 65m-CUADRADA PATA=12.900m V=130 KPH
Page
27 of 49
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SAN ANDRES - CONDICION ACTUAL.
Date
13:43:38 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
2 ANT TV 0.30x1.20m - Elevation 57.5 - From Face A
Wind
Azimuth
°
Fa
kg
Fs
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 0.00 2.98 0.00 -2.98 -171 26 -3
45 7.90 2.11 7.90 -2.11 -121 -428 -2 90 11.17 0.00 11.17 0.00 0 -616 0
2 ANT TV 0.30x1.20m - Elevation 57.5 - From Face B
Wind
Azimuth
°
Fa
kg
Fs
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 11.17 0.00 0.00 -11.17 -654 0 0
45 7.90 2.11 2.11 -7.90 -466 -121 -1 90 0.00 2.98 2.98 0.00 -12 -171 -1
2 ANT TV 0.30x1.20m - Elevation 57.5 - From Face C
Wind
Azimuth
°
Fa
kg
Fs
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 0.00 2.98 0.00 -2.98 -171 -26 3
45 7.90 2.11 7.90 -2.11 -121 -481 2 90 11.17 0.00 11.17 0.00 0 -669 0
2 ANT TV 0.30x1.20m - Elevation 57.5 - From Face D
Wind
Azimuth
°
Fa
kg
Fs
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 11.17 0.00 0.00 -11.17 -630 0 0
45 7.90 2.11 2.11 -7.90 -442 -121 1 90 0.00 2.98 2.98 0.00 12 -171 1
1 ANT TV 0.30x1.20m - Elevation 56.5 - From Face A
Wind
Azimuth
°
Fa
kg
Fs
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 0.00 1.48 0.00 -1.48 -84 13 -2
45 3.93 1.05 3.93 -1.05 -59 -209 -1 90 5.56 0.00 5.56 0.00 0 -301 0
1 ANT TV 0.30x1.20m - Elevation 56.5 - From Face B
Wind
Azimuth
°
Fa
kg
Fs
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 5.56 0.00 0.00 -5.56 -320 0 0
45 3.93 1.05 1.05 -3.93 -228 -59 -1 90 0.00 1.48 1.48 0.00 -6 -84 -1
RRIISSAATToowweerr Job
TORRE DE 65m-CUADRADA PATA=12.900m V=130 KPH
Page
28 of 49
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SAN ANDRES - CONDICION ACTUAL.
Date
13:43:38 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
1 ANT TV 0.30x1.20m - Elevation 56.5 - From Face C
Wind
Azimuth
°
Fa
kg
Fs
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 0.00 1.48 0.00 -1.48 -84 -13 2
45 3.93 1.05 3.93 -1.05 -59 -235 1 90 5.56 0.00 5.56 0.00 0 -327 0
1 ANT TV 0.30x1.20m - Elevation 56.5 - From Face D
Wind
Azimuth
°
Fa
kg
Fs
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 5.56 0.00 0.00 -5.56 -308 0 0
45 3.93 1.05 1.05 -3.93 -216 -59 1 90 0.00 1.48 1.48 0.00 6 -84 1
2 ANT TV 0.30x1.20m - Elevation 41.5 - From Leg B
Wind
Azimuth
°
Fa
kg
Fs
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 7.20 1.92 3.73 -6.44 -300 -188 4
45 10.18 0.00 7.20 -7.20 -332 -332 0 90 7.20 1.92 6.44 -3.73 -188 -300 -4
2 ANT TV 0.30x1.20m - Elevation 40.5 - From Leg B
Wind
Azimuth
°
Fa
kg
Fs
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 7.15 1.91 3.71 -6.40 -292 -183 4
45 10.10 0.00 7.15 -7.15 -322 -322 0 90 7.15 1.91 6.40 -3.71 -183 -292 -4
1 ANT TV 0.30x1.20m - Elevation 39.5 - From Leg B
Wind
Azimuth
°
Fa
kg
Fs
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 3.55 0.95 1.84 -3.18 -142 -89 2
45 5.02 0.00 3.55 -3.55 -157 -157 0 90 3.55 0.95 3.18 -1.84 -89 -142 -2
Discrete Appurtenance Totals - Service
Wind
Azimuth
°
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 9.28 -92.57 -5252 -527 14
45 72.02 -72.02 -4024 -4024 0 90 92.57 -9.28 -527 -5252 -14
RRIISSAATToowweerr Job
TORRE DE 65m-CUADRADA PATA=12.900m V=130 KPH
Page
29 of 49
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SAN ANDRES - CONDICION ACTUAL.
Date
13:43:38 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
Dish Pressures - No Ice
Elevation
m Dish
Description
Aiming
Azimuth
°
Weight
kg Offsetx
m
Offsetz
m
Kz
AA
m2
qz
kPa
52.5000 HP8-102 315.0000 113.85 -0.7828 -0.7828 1.603 4.6693 1.28 38.5000 KP8F-13 315.0000 127.91 -1.2328 -1.2328 1.467 3.7356 1.17 34.5000 HP8-102 315.0000 113.85 -1.2328 -1.2328 1.422 4.6693 1.14
Sum Weight:
355.61
Dish Vectors - No Ice
HP8-102 - Elevation 52.5 - From Leg A
Wind
Azimuth
°
CA
CS
CM
FA
kg
FS
kg
FM
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 0.003230 0.000000 0.000000 854.84 0.00 0.00 0.00 -854.84 -44968 89 -669
45 0.003230 0.000000 0.000000 854.84 0.00 0.00 604.46 -604.46 -31823 -31645 -946 90 0.003230 0.000000 0.000000 854.84 0.00 0.00 854.84 0.00 -89 -44790 -669
KP8F-13 - Elevation 38.5 - From Leg A
Wind
Azimuth
°
CA
CS
CM
FA
kg
FS
kg
FM
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 0.001520 0.000000 0.000000 294.54 0.00 0.00 0.00 -294.54 -11498 158 -363
45 0.001520 0.000000 0.000000 294.54 0.00 0.00 208.27 -208.27 -8176 -7861 -514 90 0.001520 0.000000 0.000000 294.54 0.00 0.00 294.54 0.00 -158 -11182 -363
HP8-102 - Elevation 34.5 - From Leg A
Wind
Azimuth
°
CA
CS
CM
FA
kg
FS
kg
FM
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 0.003230 0.000000 0.000000 758.20 0.00 0.00 0.00 -758.20 -26298 140 -935
45 0.003230 0.000000 0.000000 758.20 0.00 0.00 536.13 -536.13 -18637 -18356 -1322 90 0.003230 0.000000 0.000000 758.20 0.00 0.00 758.20 0.00 -140 -26018 -935
Dish Totals - No Ice
Wind
Azimuth
°
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 0.00 -1907.59 -82764 387 -1967
45 1348.87 -1348.87 -58636 -57862 -2782 90 1907.59 0.00 -387 -81990 -1967
RRIISSAATToowweerr Job
TORRE DE 65m-CUADRADA PATA=12.900m V=130 KPH
Page
30 of 49
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SAN ANDRES - CONDICION ACTUAL.
Date
13:43:38 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
Dish Pressures - Service
Elevation
m Dish
Description
Aiming
Azimuth
°
Weight
kg Offsetx
m
Offsetz
m
Kz
AA
m2
qz
kPa
52.5000 HP8-102 315.0000 113.85 -0.7828 -0.7828 1.603 4.6693 0.32 38.5000 KP8F-13 315.0000 127.91 -1.2328 -1.2328 1.467 3.7356 0.29 34.5000 HP8-102 315.0000 113.85 -1.2328 -1.2328 1.422 4.6693 0.28
Sum Weight:
355.61
Dish Vectors - Service
HP8-102 - Elevation 52.5 - From Leg A
Wind
Azimuth
°
CA
CS
CM
FA
kg
FS
kg
FM
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 0.003230 0.000000 0.000000 213.71 0.00 0.00 0.00 -213.71 -11309 89 -167
45 0.003230 0.000000 0.000000 213.71 0.00 0.00 151.12 -151.12 -8023 -7844 -237 90 0.003230 0.000000 0.000000 213.71 0.00 0.00 213.71 0.00 -89 -11131 -167
KP8F-13 - Elevation 38.5 - From Leg A
Wind
Azimuth
°
CA
CS
CM
FA
kg
FS
kg
FM
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 0.001520 0.000000 0.000000 73.64 0.00 0.00 0.00 -73.64 -2993 158 -91
45 0.001520 0.000000 0.000000 73.64 0.00 0.00 52.07 -52.07 -2162 -1847 -128 90 0.001520 0.000000 0.000000 73.64 0.00 0.00 73.64 0.00 -158 -2677 -91
HP8-102 - Elevation 34.5 - From Leg A
Wind
Azimuth
°
CA
CS
CM
FA
kg
FS
kg
FM
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 0.003230 0.000000 0.000000 189.55 0.00 0.00 0.00 -189.55 -6680 140 -234
45 0.003230 0.000000 0.000000 189.55 0.00 0.00 134.03 -134.03 -4764 -4484 -330 90 0.003230 0.000000 0.000000 189.55 0.00 0.00 189.55 0.00 -140 -6399 -234
Dish Totals - Service
Wind
Azimuth
°
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 0.00 -476.90 -20981 387 -492
45 337.22 -337.22 -14950 -14175 -695 90 476.90 0.00 -387 -20207 -492
RRIISSAATToowweerr Job
TORRE DE 65m-CUADRADA PATA=12.900m V=130 KPH
Page
31 of 49
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SAN ANDRES - CONDICION ACTUAL.
Date
13:43:38 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
User Load Vectors - No Ice
CxMANTENIMIENTO - Elevation 99
Wind
Azimuth
°
Offsetx
m
Offsetz
m
F
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 0.0000 0.0000 0.00 0.00 0.00 0 0 0
45 0.0000 0.0000 0.00 0.00 0.00 0 0 0 90 0.0000 0.0000 0.00 0.00 0.00 0 0 0
User Load Totals - No Ice
Wind
Azimuth
°
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 0.00 0.00 0 0 0
45 0.00 0.00 0 0 0 90 0.00 0.00 0 0 0
User Load Vectors - Service
CxMANTENIMIENTO - Elevation 99
Wind
Azimuth
°
Offsetx
m
Offsetz
m
F
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 0.0000 0.0000 0.00 0.00 0.00 0 0 0
45 0.0000 0.0000 0.00 0.00 0.00 0 0 0 90 0.0000 0.0000 0.00 0.00 0.00 0 0 0
User Load Totals - Service
Wind
Azimuth
°
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 0.00 0.00 0 0 0
45 0.00 0.00 0 0 0 90 0.00 0.00 0 0 0
RRIISSAATToowweerr Job
TORRE DE 65m-CUADRADA PATA=12.900m V=130 KPH
Page
32 of 49
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SAN ANDRES - CONDICION ACTUAL.
Date
13:43:38 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
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 13280.20 Bracing Weight 9988.73 Total Member Self-Weight 23268.93 416 238 Total Weight 24762.81 416 238 Wind 0 deg - No Ice 37.10 -13603.35 -446592 -1272 -1912 Wind 45 deg - No Ice 10827.52 -10827.52 -360725 -360903 103 Wind 90 deg - No Ice 13603.35 -37.10 -1094 -446769 1695 Total Weight 24762.81 416 238 Wind 0 deg - Service 9.28 -3400.84 -112288 -139 -478 Wind 45 deg - Service 2706.88 -2706.88 -90821 -90047 26 Wind 90 deg - Service 3400.84 -9.28 -914 -111514 424
Load Combinations
Comb.
No.
Description
1 Dead Only 2 Dead+Wind 0 deg - No Ice 3 Dead+Wind 45 deg - No Ice 4 Dead+Wind 90 deg - No Ice 5 Dead+Wind 0 deg - Service 6 Dead+Wind 45 deg - Service 7 Dead+Wind 90 deg - Service
Maximum Member Forces
Section
No.
Elevation
m
Component
Type
Condition Gov.
Load
Comb.
Force
kg
Major Axis
Moment
kg-m
Minor Axis
Moment
kg-m
T1 65 - 63 Leg Max Tension 3 100.37 0 0 Max. Compression 3 -281.41 -13 -13 Max. Mx 2 -249.23 -15 0 Max. My 2 -79.71 0 16 Max. Vy 2 50.82 -15 0 Max. Vx 4 50.82 0 -15 Diagonal Max Tension 2 56.82 0 0 Max. Compression 4 -93.40 0 0
RRIISSAATToowweerr Job
TORRE DE 65m-CUADRADA PATA=12.900m V=130 KPH
Page
33 of 49
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SAN ANDRES - CONDICION ACTUAL.
Date
13:43:38 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
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 -6.87 1 0 Max. My 3 -67.59 0 -1 Max. Vy 2 1.87 1 0 Max. Vx 3 -0.94 0 0 Top Girt Max Tension 2 9.70 0 0 Max. Compression 1 0.00 0 0 Max. Mx 1 5.18 -1 0 Max. My 3 9.15 0 0 Max. Vy 1 3.43 0 0 Max. Vx 3 -0.00 0 0
T2 63 - 57 Leg Max Tension 3 2464.01 14 15 Max. Compression 3 -3014.86 -18 -20 Max. Mx 2 1286.41 26 -2 Max. My 2 -1910.61 2 -26 Max. Vy 2 -66.61 26 -2 Max. Vx 2 66.62 2 -26 Diagonal Max Tension 3 701.03 0 0 Max. Compression 3 -803.21 0 0 Max. Mx 3 695.63 1 -1 Max. My 3 -329.37 0 -1 Max. Vy 3 2.34 1 -1 Max. Vx 3 -1.04 0 0 Top Girt Max Tension 4 50.07 0 0 Max. Compression 2 -8.98 0 0 Max. Mx 1 17.59 -1 0 Max. My 3 45.71 0 0 Max. Vy 1 3.43 0 0 Max. Vx 3 -0.00 0 0 Mid Girt Max Tension 4 226.14 0 0 Max. Compression 4 -146.73 0 0 Max. Mx 1 35.43 -1 0 Max. My 3 102.65 0 0 Max. Vy 1 2.72 0 0 Max. Vx 3 -0.00 0 0
T3 57 - 51 Leg Max Tension 3 10075.26 62 8 Max. Compression 3 -11088.42 -6 -54 Max. Mx 3 10075.26 -97 8 Max. My 3 -11009.54 -8 97 Max. Vy 3 324.30 62 8 Max. Vx 2 -324.80 21 -68 Diagonal Max Tension 3 2253.58 0 0 Max. Compression 3 -2401.91 0 0 Max. Mx 3 2251.53 2 1 Max. My 3 -1022.74 0 2 Max. Vy 3 3.35 2 1 Max. Vx 3 1.85 0 0 Top Girt Max Tension 4 338.64 0 0 Max. Compression 4 -245.39 0 0 Max. Mx 1 42.98 -1 0 Max. My 3 289.81 0 0 Max. Vy 1 3.43 0 0 Max. Vx 3 -0.00 0 0 Mid Girt Max Tension 2 694.58 0 0 Max. Compression 2 -572.00 0 0 Max. Mx 1 56.84 -1 0 Max. My 3 393.98 0 0 Max. Vy 1 2.72 0 0 Max. Vx 3 -0.00 0 0
T4 51 - 45 Leg Max Tension 3 26251.28 12 14 Max. Compression 3 -27188.45 -41 -35 Max. Mx 3 -819.83 71 -72
RRIISSAATToowweerr Job
TORRE DE 65m-CUADRADA PATA=12.900m V=130 KPH
Page
34 of 49
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SAN ANDRES - CONDICION ACTUAL.
Date
13:43:38 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
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 -819.83 71 -72 Max. Vy 3 -62.58 -57 52 Max. Vx 2 -62.46 28 -67 Diagonal Max Tension 3 3213.08 5 1 Max. Compression 3 -3293.47 0 0 Max. Mx 3 270.31 5 -1 Max. My 3 -2488.87 -1 2 Max. Vy 3 -6.76 5 -1 Max. Vx 3 -2.62 0 0 Top Girt Max Tension 2 952.96 0 0 Max. Compression 2 -810.96 0 0 Max. Mx 1 64.82 -1 0 Max. My 3 -658.49 0 0 Max. Vy 1 3.43 0 0 Max. Vx 3 -0.00 0 0 Mid Girt Max Tension 2 1773.50 0 0 Max. Compression 2 -1585.71 0 0 Max. Mx 1 87.52 -1 0 Max. My 3 -1283.14 0 0 Max. Vy 1 2.72 0 0 Max. Vx 3 -0.00 0 0
T5 45 - 43.5 Leg Max Tension 3 22667.51 26 21 Max. Compression 3 -23508.37 -6 -7 Max. Mx 3 -1010.86 -41 40 Max. My 3 -1132.25 39 -41 Max. Vy 3 52.07 -41 40 Max. Vx 3 49.38 39 -41 Diagonal Max Tension 3 5926.82 0 0 Max. Compression 3 -6154.05 -35 45 Max. Mx 3 1028.24 -35 -39 Max. My 3 -2315.62 30 -49 Max. Vy 3 48.82 -35 45 Max. Vx 3 62.61 0 0 Top Girt Max Tension 2 1515.15 0 0 Max. Compression 2 -1405.70 0 0 Max. Mx 4 -1400.55 -1 0 Max. My 3 -1134.38 0 0 Max. Vy 4 3.39 0 0 Max. Vx 3 -0.51 0 0
T6 43.5 - 42 Leg Max Tension 3 22177.64 11 12 Max. Compression 3 -24340.38 -14 -14 Max. Mx 3 -1171.13 -41 40 Max. My 3 -1289.18 40 -41 Max. Vy 3 52.92 40 -41 Max. Vx 3 56.07 -41 40 Diagonal Max Tension 3 1942.16 0 0 Max. Compression 3 -2023.92 0 0 Max. Mx 3 -1998.76 -27 24 Max. My 3 230.31 22 -28 Max. Vy 3 35.59 -27 24 Max. Vx 3 30.25 0 0 Top Girt Max Tension 2 3071.68 0 0 Max. Compression 2 -2750.38 0 0 Max. Mx 4 -2740.09 -2 0 Max. My 3 -2205.80 0 0 Max. Vy 4 6.48 0 0 Max. Vx 3 0.97 0 0
T7 42 - 37 Leg Max Tension 3 25604.76 52 31 Max. Compression 3 -27994.48 -27 -55 Max. Mx 2 15167.50 72 -21 Max. My 2 -17834.60 19 -72
RRIISSAATToowweerr Job
TORRE DE 65m-CUADRADA PATA=12.900m V=130 KPH
Page
35 of 49
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SAN ANDRES - CONDICION ACTUAL.
Date
13:43:38 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
Section
No.
Elevation
m
Component
Type
Condition Gov.
Load
Comb.
Force
kg
Major Axis
Moment
kg-m
Minor Axis
Moment
kg-m
Max. Vy 2 137.32 69 -17 Max. Vx 2 -138.11 19 -70 Diagonal Max Tension 3 4126.25 0 0 Max. Compression 3 -4537.43 0 0 Max. Mx 3 -747.28 13 0 Max. My 3 -3138.13 1 1 Max. Vy 3 -13.77 13 0 Max. Vx 3 -0.67 0 0 Top Girt Max Tension 2 4029.45 0 0 Max. Compression 2 -3342.77 0 0 Max. Mx 1 336.19 -4 0 Max. My 3 -2654.85 0 0 Max. Vy 1 8.59 0 0 Max. Vx 3 -0.00 0 0 Mid Girt Max Tension 2 2997.95 0 0 Max. Compression 2 -2554.04 0 0 Max. Mx 1 214.54 -4 0 Max. My 3 -2041.74 0 0 Max. Vy 1 8.59 0 0 Max. Vx 3 -0.00 0 0
T8 37 - 32 Leg Max Tension 3 37959.96 19 35 Max. Compression 3 -40506.34 -60 -61 Max. Mx 3 -1734.43 -103 100 Max. My 3 -1585.81 -102 100 Max. Vy 2 389.75 66 -37 Max. Vx 3 -396.79 83 -85 Diagonal Max Tension 3 5874.11 0 0 Max. Compression 3 -6295.33 0 0 Max. Mx 3 -1303.56 16 2 Max. My 3 -5167.97 0 3 Max. Vy 3 -15.37 16 2 Max. Vx 3 -1.86 0 0 Top Girt Max Tension 2 3361.94 0 0 Max. Compression 2 -2892.98 0 0 Max. Mx 1 224.40 -4 0 Max. My 3 -2321.34 0 0 Max. Vy 1 8.59 0 0 Max. Vx 3 -0.00 0 0 Mid Girt Max Tension 2 3933.30 0 0 Max. Compression 2 -3412.83 0 0 Max. Mx 1 244.45 -4 0 Max. My 3 -2745.06 0 0 Max. Vy 1 8.59 0 0 Max. Vx 3 -0.00 0 0
T9 32 - 30 Leg Max Tension 3 43765.18 -74 1 Max. Compression 3 -47026.77 15 -1 Max. Mx 3 -46871.78 85 1 Max. My 3 -2403.17 -5 -80 Max. Vy 3 -85.67 -74 1 Max. Vx 3 97.78 -5 -80 Diagonal Max Tension 3 2534.35 0 0 Max. Compression 3 -2821.55 0 0 Max. Mx 3 -257.97 21 7 Max. My 3 -784.17 -16 11 Max. Vy 3 21.85 21 7 Max. Vx 3 -9.59 0 0 Top Girt Max Tension 2 569.24 0 0 Max. Compression 2 -537.17 0 0 Max. Mx 2 569.24 -4 0 Max. My 3 -444.78 0 0 Max. Vy 2 -8.54 0 0
RRIISSAATToowweerr Job
TORRE DE 65m-CUADRADA PATA=12.900m V=130 KPH
Page
36 of 49
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SAN ANDRES - CONDICION ACTUAL.
Date
13:43:38 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
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 -0.85 0 0 T10 30 - 27 Leg Max Tension 3 40464.16 -32 -1
Max. Compression 3 -44017.78 85 -15 Max. Mx 3 40264.30 -103 -14 Max. My 3 -2755.36 -9 -150 Max. Vy 3 119.48 -103 -14 Max. Vx 3 112.59 -9 -150 Diagonal Max Tension 3 2489.42 0 0 Max. Compression 3 -2924.73 0 0 Max. Mx 3 -2886.53 19 0 Max. My 3 258.92 17 8 Max. Vy 3 -19.37 19 0 Max. Vx 3 -5.83 0 0 Top Girt Max Tension 2 2518.14 0 0 Max. Compression 2 -2165.04 0 0 Max. Mx 2 2518.14 -6 0 Max. My 3 -1731.96 0 1 Max. Vy 2 10.34 0 0 Max. Vx 3 -1.03 0 0
T11 27 - 23 Leg Max Tension 3 41068.70 -103 -14 Max. Compression 3 -45761.61 36 -5 Max. Mx 3 41068.70 -103 -14 Max. My 3 -3169.84 -9 -150 Max. Vy 3 -118.53 -103 -14 Max. Vx 3 -132.32 -9 -150 Diagonal Max Tension 2 1285.07 0 0 Max. Compression 2 -1356.10 0 0 Max. Mx 2 -531.86 -11 0 Max. My 2 364.93 0 -3 Max. Vy 2 10.10 0 0 Max. Vx 2 2.44 0 0 Top Girt Max Tension 3 1483.09 0 0 Max. Compression 3 -1265.62 0 0 Max. Mx 2 1342.38 10 4 Max. My 3 -1265.60 -3 5 Max. Vy 2 13.36 10 4 Max. Vx 3 -4.31 0 0
T12 23 - 18 Leg Max Tension 3 35218.53 -76 -5 Max. Compression 3 -39027.80 122 -18 Max. Mx 3 34878.78 -160 -18 Max. My 3 -3666.81 -17 -227 Max. Vy 3 154.35 -160 -18 Max. Vx 3 164.89 -17 -227 Diagonal Max Tension 2 2829.38 0 0 Max. Compression 2 -3646.19 0 0 Max. Mx 2 -384.14 -14 0 Max. My 2 2829.38 0 -4 Max. Vy 2 10.11 0 0 Max. Vx 2 2.94 0 0 Top Girt Max Tension 2 1434.16 0 0 Max. Compression 2 -1161.72 0 0 Max. Mx 2 1434.16 -19 0 Max. My 3 -920.40 0 2 Max. Vy 2 20.13 0 0 Max. Vx 3 -2.01 0 0
T13 18 - 12 Leg Max Tension 3 34809.70 -160 -18 Max. Compression 3 -39480.88 64 -1 Max. Mx 3 34400.28 -192 -2 Max. My 3 -3695.55 -17 -227 Max. Vy 3 165.16 -192 -2 Max. Vx 3 -181.14 -17 -227
RRIISSAATToowweerr Job
TORRE DE 65m-CUADRADA PATA=12.900m V=130 KPH
Page
37 of 49
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SAN ANDRES - CONDICION ACTUAL.
Date
13:43:38 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
Section
No.
Elevation
m
Component
Type
Condition Gov.
Load
Comb.
Force
kg
Major Axis
Moment
kg-m
Minor Axis
Moment
kg-m
Diagonal Max Tension 2 2794.16 0 0 Max. Compression 2 -3823.63 0 0 Max. Mx 2 99.84 -27 0 Max. My 2 2794.16 0 -6 Max. Vy 2 16.08 0 0 Max. Vx 2 3.69 0 0 Horizontal Max Tension 4 216.46 8 20 Max. Compression 4 -353.39 8 20 Max. Mx 4 -100.06 8 47 Max. My 2 -65.50 8 47 Max. Vy 4 16.08 8 47 Max. Vx 2 21.15 0 0
T14 12 - 6 Leg Max Tension 3 25847.08 -192 -2 Max. Compression 3 -38423.98 117 -20 Max. Mx 3 25514.98 -361 -20 Max. My 3 -7564.43 -123 -303 Max. Vy 3 254.71 -361 -20 Max. Vx 3 207.03 -123 -303 Diagonal Max Tension 3 8059.22 0 0 Max. Compression 2 -6489.19 0 0 Max. Mx 2 -6110.21 -53 0 Max. My 2 3023.67 0 -36 Max. Vy 2 30.78 0 0 Max. Vx 2 20.64 0 0 Top Girt Max Tension 4 975.16 0 0 Max. Compression 4 -4116.04 0 0 Max. Mx 1 -1126.96 -62 0 Max. My 1 -1126.96 0 18 Max. Vy 1 41.73 0 0 Max. Vx 1 -12.17 0 0
T15 6 - 0 Leg Max Tension 3 25199.95 -361 -20 Max. Compression 3 -39048.67 0 0 Max. Mx 3 25199.95 -361 -20 Max. My 3 -7742.25 -125 -302 Max. Vy 3 -322.91 -361 -20 Max. Vx 3 -249.48 -125 -302 Diagonal Max Tension 3 5688.63 0 0 Max. Compression 3 -3780.70 0 0 Max. Mx 3 1848.36 -151 0 Max. My 4 -1082.01 0 -63 Max. Vy 3 67.27 0 0 Max. Vx 4 28.26 0 0 Horizontal Max Tension 4 124.00 0 0 Max. Compression 4 -628.83 40 260 Max. Mx 3 59.97 41 149 Max. My 4 -233.04 40 438 Max. Vy 3 -41.87 41 149 Max. Vx 4 102.88 0 0
RRIISSAATToowweerr Job
TORRE DE 65m-CUADRADA PATA=12.900m V=130 KPH
Page
38 of 49
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SAN ANDRES - CONDICION ACTUAL.
Date
13:43:38 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
Maximum Reactions
Location Condition Gov.
Load
Comb.
Vertical
kg
Horizontal, X
kg
Horizontal, Z
kg
Leg D Max. Vert 1 6216.01 1553.25 -1554.09 Max. Hx 1 6216.01 1553.25 -1554.09 Max. Hz 3 -22184.40 -6473.61 6469.32 Min. Vert 3 -22184.40 -6473.61 6469.32 Min. Hx 3 -22184.40 -6473.61 6469.32 Min. Hz 1 6216.01 1553.25 -1554.09
Leg C Max. Vert 4 23517.58 -5008.25 -7274.04 Max. Hx 2 -11117.04 5135.76 1753.10 Max. Hz 2 -11117.04 5135.76 1753.10 Min. Vert 2 -11117.04 5135.76 1753.10 Min. Hx 4 23517.58 -5008.25 -7274.04 Min. Hz 4 23517.58 -5008.25 -7274.04
Leg B Max. Vert 3 33914.65 -8949.65 8952.10 Max. Hx 1 6165.39 -1548.13 1547.29 Max. Hz 3 33914.65 -8949.65 8952.10 Min. Vert 1 6165.39 -1548.13 1547.29 Min. Hx 3 33914.65 -8949.65 8952.10 Min. Hz 1 6165.39 -1548.13 1547.29
Leg A Max. Vert 2 23501.92 7270.92 5013.32 Max. Hx 2 23501.92 7270.92 5013.32 Max. Hz 2 23501.92 7270.92 5013.32 Min. Vert 4 -11128.17 -1756.09 -5130.90 Min. Hx 4 -11128.17 -1756.09 -5130.90 Min. Hz 4 -11128.17 -1756.09 -5130.90
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 24762.81 0.00 -0.01 415 238 0 Dead+Wind 0 deg - No Ice 24762.81 37.10 -13603.17 -447857 -1272 -1913 Dead+Wind 45 deg - No Ice 24762.81 10827.36 -10827.37 -361751 -361926 101 Dead+Wind 90 deg - No Ice 24762.81 13603.17 -37.10 -1101 -448031 1692 Dead+Wind 0 deg - Service 24762.81 9.28 -3400.72 -111651 -139 -478 Dead+Wind 45 deg - Service 24762.81 2706.79 -2706.79 -90126 -90299 25 Dead+Wind 90 deg - Service 24762.81 3400.72 -9.27 34 -111824 423
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 -24762.81 0.00 -0.00 24762.81 0.01 0.000% 2 37.10 -24762.81 -13603.35 -37.10 24762.81 13603.17 0.001% 3 10827.52 -24762.81 -10827.52 -10827.36 24762.81 10827.37 0.001% 4 13603.35 -24762.81 -37.10 -13603.17 24762.81 37.10 0.001% 5 9.28 -24762.81 -3400.84 -9.28 24762.81 3400.72 0.000% 6 2706.88 -24762.81 -2706.88 -2706.79 24762.81 2706.79 0.001% 7 3400.84 -24762.81 -9.28 -3400.72 24762.81 9.27 0.000%
RRIISSAATToowweerr Job
TORRE DE 65m-CUADRADA PATA=12.900m V=130 KPH
Page
39 of 49
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SAN ANDRES - CONDICION ACTUAL.
Date
13:43:38 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
Non-Linear Convergence Results
Load
Combination
Converged? Number
of Cycles
Displacement
Tolerance
Force
Tolerance
1 Yes 8 0.00000001 0.00002625 2 Yes 13 0.00000001 0.00006099 3 Yes 13 0.00000001 0.00007064 4 Yes 13 0.00000001 0.00006112 5 Yes 12 0.00000001 0.00013568 6 Yes 12 0.00000001 0.00014120 7 Yes 12 0.00000001 0.00013631
Maximum Tower Deflections - Service Wind
Section
No.
Elevation
m
Horz.
Deflection
mm
Gov.
Load
Comb.
Tilt
°
Twist
°
T1 65 - 63 98.55 6 0.2096 0.0335 T2 63 - 57 91.22 6 0.2094 0.0335 T3 57 - 51 69.31 6 0.2038 0.0336 T4 51 - 45 48.26 6 0.1849 0.0286 T5 45 - 43.5 30.62 6 0.1337 0.0127 T6 43.5 - 42 27.38 6 0.1201 0.0121 T7 42 - 37 24.40 6 0.1105 0.0119 T8 37 - 32 15.52 6 0.0839 0.0102 T9 32 - 30 9.05 6 0.0529 0.0069
T10 30 - 27 7.40 6 0.0452 0.0060 T11 27 - 23 5.34 6 0.0368 0.0052 T12 23 - 18 3.65 6 0.0263 0.0029 T13 18 - 12 1.43 6 0.0197 0.0014 T14 12 - 6 0.08 6 0.0123 0.0002 T15 6 - 0 0.31 6 0.0058 0.0001
Critical Deflections and Radius of Curvature - Service Wind
Elevation
m
Appurtenance Gov.
Load
Comb.
Deflection
mm
Tilt
°
Twist
°
Radius of
Curvature
m
99.0000 CxMANTENIMIENTO 6 98.55 0.2096 0.0335 368543 63.5000 ANT OMNI L=3m 6 93.05 0.2095 0.0335 368543 58.5000 2 ANT TV 0.30x1.20m 6 74.75 0.2059 0.0336 70236 57.5000 2 ANT TV 0.30x1.20m 6 71.12 0.2046 0.0336 53657 56.5000 1 ANT TV 0.30x1.20m 6 67.50 0.2031 0.0336 40568 52.5000 HP8-102 6 53.36 0.1925 0.0314 17844 41.5000 2 ANT TV 0.30x1.20m 6 23.44 0.1078 0.0118 16828 40.5000 2 ANT TV 0.30x1.20m 6 21.56 0.1026 0.0115 15593 39.5000 1 ANT TV 0.30x1.20m 6 19.74 0.0976 0.0113 14034 38.5000 KP8F-13 6 17.99 0.0924 0.0109 12759 34.5000 HP8-102 6 11.88 0.0676 0.0086 7771
RRIISSAATToowweerr Job
TORRE DE 65m-CUADRADA PATA=12.900m V=130 KPH
Page
40 of 49
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SAN ANDRES - CONDICION ACTUAL.
Date
13:43:38 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
Maximum Tower Deflections - Design Wind
Section
No.
Elevation
m
Horz.
Deflection
mm
Gov.
Load
Comb.
Tilt
°
Twist
°
T1 65 - 63 393.20 3 0.8327 0.1341 T2 63 - 57 364.10 3 0.8322 0.1341 T3 57 - 51 276.89 3 0.8122 0.1345 T4 51 - 45 192.96 3 0.7381 0.1144 T5 45 - 43.5 122.49 3 0.5342 0.0506 T6 43.5 - 42 109.54 3 0.4798 0.0484 T7 42 - 37 97.63 3 0.4415 0.0474 T8 37 - 32 62.14 3 0.3356 0.0409 T9 32 - 30 36.25 3 0.2116 0.0276
T10 30 - 27 29.66 3 0.1808 0.0241 T11 27 - 23 21.39 3 0.1475 0.0207 T12 23 - 18 14.61 3 0.1056 0.0114 T13 18 - 12 5.72 3 0.0792 0.0055 T14 12 - 6 0.33 3 0.0493 0.0009 T15 6 - 0 1.26 3 0.0232 0.0003
Critical Deflections and Radius of Curvature - Design Wind
Elevation
m
Appurtenance Gov.
Load
Comb.
Deflection
mm
Tilt
°
Twist
°
Radius of
Curvature
m
99.0000 CxMANTENIMIENTO 3 393.20 0.8327 0.1341 67342 63.5000 ANT OMNI L=3m 3 371.38 0.8325 0.1341 67342 58.5000 2 ANT TV 0.30x1.20m 3 298.58 0.8198 0.1345 19691 57.5000 2 ANT TV 0.30x1.20m 3 284.10 0.8149 0.1345 14649 56.5000 1 ANT TV 0.30x1.20m 3 269.70 0.8092 0.1344 10831 52.5000 HP8-102 3 213.31 0.7680 0.1255 4576 41.5000 2 ANT TV 0.30x1.20m 3 93.78 0.4307 0.0470 4228 40.5000 2 ANT TV 0.30x1.20m 3 86.26 0.4100 0.0462 3918 39.5000 1 ANT TV 0.30x1.20m 3 79.00 0.3899 0.0451 3526 38.5000 KP8F-13 3 72.02 0.3693 0.0437 3206 34.5000 HP8-102 3 47.59 0.2705 0.0343 1946
Bolt Design Data
Section
No.
Elevation
m
Component
Type
Bolt
Grade
Bolt Size
mm
Number
Of
Bolts
Maximum
Load per
Bolt
kg
Allowable
Load
kg
Ratio
Load
Allowable
Allowable
Ratio
Criteria
T1 65 Leg A394T0 19 4 140.71 9950.69 0.014
1.333 Bearing
Diagonal A394T0 16 2 46.70 3699.61 0.013
1.333 Member Bearing
Top Girt A394T0 16 2 4.85 3699.61 0.001
1.333 Member Bearing
T2 63 Leg A394T0 19 8 184.96 9950.69 0.019
1.333 Bearing
Diagonal A394T0 16 2 401.60 3699.61 0.109
1.333 Member Bearing
Top Girt A394T0 16 2 25.03 3699.61 0.007
1.333 Member Bearing
RRIISSAATToowweerr Job
TORRE DE 65m-CUADRADA PATA=12.900m V=130 KPH
Page
41 of 49
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SAN ANDRES - CONDICION ACTUAL.
Date
13:43:38 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
Section
No.
Elevation
m
Component
Type
Bolt
Grade
Bolt Size
mm
Number
Of
Bolts
Maximum
Load per
Bolt
kg
Allowable
Load
kg
Ratio
Load
Allowable
Allowable
Ratio
Criteria
Mid Girt A394T0 16 2 113.07 2922.37 0.039
1.333 Bolt Shear
T3 57 Leg A394T0 19 8 1291.93 9979.03 0.129
1.333 Bolt SS
Diagonal A394T0 16 2 1200.95 3699.61 0.325
1.333 Member Bearing
Top Girt A394T0 16 2 169.32 3699.61 0.046
1.333 Member Bearing
Mid Girt A394T0 16 2 347.29 2922.37 0.119
1.333 Bolt Shear
T4 51 Leg A394T0 19 8 3845.73 9979.03 0.385
1.333 Bolt SS
Diagonal A394T0 16 2 1646.74 3699.61 0.445
1.333 Member Bearing
Top Girt A394T0 16 2 476.48 3699.61 0.129
1.333 Member Bearing
Mid Girt A394T0 16 2 886.75 2922.37 0.303
1.333 Bolt Shear
T5 45 Leg A394T0 19 8 5877.11 9979.03 0.589
1.333 Bolt SS
Diagonal A394T0 16 3 2051.35 9865.64 0.208
1.333 Member Bearing
Top Girt A394T0 16 2 757.58 3699.61 0.205
1.333 Member Bearing
T6 43.5 Leg A394T0 19 8 6085.08 9979.03 0.610
1.333 Bolt SS
Diagonal A394T0 16 3 674.64 9865.64 0.068
1.333 Member Bearing
Top Girt A394T0 16 2 1535.84 4932.82 0.311
1.333 Member Bearing
T7 42 Leg A394T0 19 8 5839.50 9979.03 0.585
1.333 Bolt SS
Diagonal A394T0 16 3 1512.48 4932.82 0.307
1.333 Member Bearing
Top Girt A394T0 16 2 2014.73 4932.82 0.408
1.333 Member Bearing
Mid Girt A394T0 16 2 1498.98 2922.37 0.513
1.333 Bolt Shear
T8 37 Leg A394T0 19 16 4351.73 9979.03 0.436
1.333 Bolt SS
Diagonal A394T0 16 3 2098.44 4932.82 0.425
1.333 Member Bearing
Top Girt A394T0 16 2 1680.97 4932.82 0.341
1.333 Member Bearing
Mid Girt A394T0 16 2 1966.65 2922.37 0.673
1.333 Bolt Shear
T9 32 Leg A394T0 19 16 5878.33 9979.03 0.589
1.333 Bolt SS
Diagonal A394T0 16 2 1410.77 4932.82 0.286
1.333 Member Bearing
Top Girt A394T0 16 2 284.62 4932.82 0.058
1.333 Member Bearing
T10 30 Leg A394T0 19 16 5502.21 9979.03 0.551
1.333 Bolt SS
Diagonal A394T0 16 2 1462.37 4932.82 0.296
1.333 Member Bearing
Top Girt A394T0 16 2 1259.07 4932.82 0.255
1.333 Member Bearing
T11 27 Leg A394T0 19 16 5720.21 9979.03 0.573
1.333 Bolt SS
Diagonal A394T0 16 2 678.05 4932.82 0.137
1.333 Member Bearing
Top Girt A394T0 16 2 741.55 4932.82 0.150
1.333 Member Bearing
T12 23 Leg A394T0 19 16 4878.48 9979.03 0.489
1.333 Bolt SS
Diagonal A394T0 16 2 1823.10 4932.82 0.370
1.333 Member Bearing
Top Girt A394T0 16 2 717.08 4932.82 0.145
1.333 Member Bearing
T13 18 Leg A394T0 19 16 4935.13 9979.03 0.495
1.333 Bolt SS
Diagonal A394T0 16 2 1911.82 4932.82 0.388
1.333 Member Bearing
Horizontal A394T0 16 2 176.70 4932.82 0.036
1.333 Member Bearing
T14 12 Leg A394T0 19 16 4803.00 9979.03 0.481
1.333 Bolt SS
Diagonal A394T0 16 4 2014.80 7399.23 0.272
1.333 Member Bearing
RRIISSAATToowweerr Job
TORRE DE 65m-CUADRADA PATA=12.900m V=130 KPH
Page
42 of 49
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SAN ANDRES - CONDICION ACTUAL.
Date
13:43:38 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
Section
No.
Elevation
m
Component
Type
Bolt
Grade
Bolt Size
mm
Number
Of
Bolts
Maximum
Load per
Bolt
kg
Allowable
Load
kg
Ratio
Load
Allowable
Allowable
Ratio
Criteria
Top Girt A394T0 16 2 2058.02 4932.82 0.417
1.333 Member Bearing
T15 6 Leg A394T0 19 16 4881.06 9979.03 0.489
1.333 Bolt SS
Diagonal A394T0 16 3 1896.21 7399.23 0.256
1.333 Member Bearing
Horizontal A394T0 16 3 209.61 4932.82 0.042
1.333 Member Bearing
Compression Checks
Leg Design Data (Compression)
Section
No.
Elevation
m
Size
L
m
Lu
m
Kl/r
Fa
kPa
A
mm2
Actual
P
kg
Allow.
Pa
kg
Ratio
P
Pa
T1 65 - 63 L102x102x10 2.0000 2.0000 50.0 K=0.50
167932 1845 -281.41 31597.12 0.009
T2 63 - 57 L102x102x10 6.0000 2.0000 50.0
K=0.50 167932 1845 -3014.86 31597.12 0.095
T3 57 - 51 L102x102x13 6.0000 2.0000 50.3
K=0.50 167520 2419 -11088.43 41328.04 0.268
T4 51 - 45 L102x102x13 6.0000 1.5000 37.8
K=0.50 180245 2419 -27188.47 44467.58 0.611
T5 45 - 43.5 L102x102x13 1.5334 1.5334 38.6
K=0.50 179450 2419 -23508.38 44271.26 0.531
T6 43.5 - 42 L102x102x13 1.5334 1.5334 38.6
K=0.50 179450 2419 -24340.36 44271.26 0.550
T7 42 - 37 L102x102x13 5.0000 2.5000 62.9
K=0.50 153138 2419 -27994.50 37779.95 0.741
T8 37 - 32 L127x127x13 5.0000 2.5000 50.1
K=0.50 167823 3065 -40506.36 52443.46 0.772
T9 32 - 30 2L127x127x13 2.0199 2.0199 40.4
K=0.50 177670 6129 -47026.66 111041.71 0.424
T10 30 - 27 2L127x127x13 3.0298 3.0298 60.7
K=0.50 155837 6129 -44017.80 97395.83 0.452
T11 27 - 23 2L127x127x13 4.0398 4.0398 53.4
K=0.33 164186 6129 -45761.59 102614.42 0.446
T12 23 - 18 2L127x127x13 5.0497 5.0497 66.7
K=0.33 148470 6129 -39027.78 92791.87 0.421
T13 18 - 12 2L127x127x13 6.0597 6.0597 80.1
K=0.33 130963 6129 -39480.87 81850.31 0.482
T14 12 - 6 2L127x127x13 6.4904 6.4904 85.8
K=0.33 122945 6129 -38424.00 76839.02 0.500
T15 6 - 0 2L127x127x13 6.4904 6.4904 85.8
K=0.33 122945 6129 -39048.64 76839.02 0.508
RRIISSAATToowweerr Job
TORRE DE 65m-CUADRADA PATA=12.900m V=130 KPH
Page
43 of 49
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SAN ANDRES - CONDICION ACTUAL.
Date
13:43:38 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
Diagonal Design Data (Compression)
Section
No.
Elevation
m
Size
L
m
Lu
m
Kl/r
Fa
kPa
A
mm2
Actual
P
kg
Allow.
Pa
kg
Ratio
P
Pa
T1 65 - 63 L51x51x5 2.2361 1.0044 64.1 K=1.00
117418 461 -93.40 5523.17 0.017
T2 63 - 57 L51x51x5 2.2361 1.0044 64.1
K=1.00 117418 461 -803.20 5523.17 0.145
T3 57 - 51 L51x51x5 2.2361 1.0044 64.1
K=1.00 117418 461 -2401.91 5523.17 0.435
T4 51 - 45 L51x51x5 1.8028 0.8098 80.9
K=1.00 105164 461 -3293.47 4946.74 0.666
T5 45 - 43.5 2L76x76x6 1.9497 1.0744 45.5
K=1.00 129208 1858 -6154.03 24481.11 0.251
T6 43.5 - 42 2L76x76x6 2.2597 1.2137 51.4
K=1.00 125680 1858 -2023.92 23812.52 0.085
T7 42 - 37 L76x76x6 3.1401 1.4861 62.9
K=1.00 118223 929 -4537.42 11199.83 0.405
T8 37 - 32 L76x76x6 3.1401 1.4651 62.0
K=1.00 118824 929 -6295.32 11256.71 0.559
T9 32 - 30 L102x102x6 2.9069 1.5044 47.4
K=1.00 124219 1252 -2821.55 15853.87 0.178
T10 30 - 27 L102x102x6 3.9812 2.1237 66.9
K=1.00 112344 1252 -2924.73 14338.29 0.204
T11 27 - 23 L76x76x6 4.4252 4.2768 181.0
K=1.00 31411 929 -1356.10 2975.67 0.456
T12 23 - 18 L76x76x6 5.3547 5.1772 219.2
K=1.00 21434 929 -3646.19 2030.56 1.796
KL/R > 200 (C) - 301
T13 18 - 12 L76x76x6 6.7129 6.5713 278.2 K=1.00
13305 929 -3823.63 1260.42 3.034
KL/R > 200 (C) - 313
T14 12 - 6 L102x102x10 6.9112 6.7833 217.1 K=1.00
21841 1845 -6489.19 4109.43 1.579
KL/R > 200 (C) - 330
T15 6 - 0 L102x102x10 8.9814 8.8960 146.7 K=0.33
47860 1845 -3780.70 9004.99 0.420
Horizontal Design Data (Compression)
Section
No.
Elevation
m
Size
L
m
Lu
m
Kl/r
Fa
kPa
A
mm2
Actual
P
kg
Allow.
Pa
kg
Ratio
P
Pa
T13 18 - 12 L76x76x6 4.7000 4.5730 193.6 K=1.00
27473 929 -353.39 2602.62 0.136
T15 6 - 0 L102x102x6 9.4000 4.6365 114.8
K=0.50 75176 1252 -628.82 9594.62 0.066
RRIISSAATToowweerr Job
TORRE DE 65m-CUADRADA PATA=12.900m V=130 KPH
Page
44 of 49
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SAN ANDRES - CONDICION ACTUAL.
Date
13:43:38 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
Top Girt Design Data (Compression)
Section
No.
Elevation
m
Size
L
m
Lu
m
Kl/r
Fa
kPa
A
mm2
Actual
P
kg
Allow.
Pa
kg
Ratio
P
Pa
T2 63 - 57 L64x64x5 1.0000 0.8984 71.5 K=1.00
112238 582 -8.98 6660.33 0.001
T3 57 - 51 L64x64x5 1.0000 0.8984 71.5
K=1.00 112238 582 -245.39 6660.33 0.037
T4 51 - 45 L64x64x5 1.0000 0.8984 71.5
K=1.00 112238 582 -810.96 6660.33 0.122
T5 45 - 43.5 L64x64x5 1.0000 0.8984 71.5
K=1.00 112238 582 -1405.70 6660.33 0.211
T6 43.5 - 42 L64x64x6 1.4500 1.3484 108.1
K=1.00 82211 768 -2750.38 6436.11 0.427
T7 42 - 37 L64x64x6 1.9000 1.7984 92.1
K=1.00 96229 768 -3342.77 7533.54 0.444
T8 37 - 32 L64x64x6 1.9000 1.7984 92.1
K=1.00 96229 768 -2892.99 7533.54 0.384
T9 32 - 30 L64x64x6 1.9000 1.7730 90.8
K=1.00 97304 768 -537.17 7617.72 0.071
T10 30 - 27 L64x64x6 2.3000 2.1730 111.3
K=1.00 79310 768 -2165.04 6208.96 0.349
T11 27 - 23 L64x64x6 2.9000 2.7730 71.0
K=0.50 112578 768 -1265.62 8813.48 0.144
T12 23 - 18 L76x76x6 3.7000 3.5730 237.6
K=1.00 18235 929 -1161.72 1727.53 0.672
KL/R > 200 (C) - 289
T14 12 - 6 L102x102x6 5.9000 5.7730 90.9 K=0.50
95127 1252 -4116.04 12140.99 0.339
Mid Girt Design Data (Compression)
Section
No.
Elevation
m
Size
L
m
Lu
m
Kl/r
Fa
kPa
A
mm2
Actual
P
kg
Allow.
Pa
kg
Ratio
P
Pa
T2 63 - 57 L51x51x5 1.0000 0.8984 89.8 K=1.00
98125 461 -146.73 4615.62 0.032
T3 57 - 51 L51x51x5 1.0000 0.8984 89.8
K=1.00 98125 461 -572.00 4615.62 0.124
T4 51 - 45 L51x51x5 1.0000 0.8984 89.8
K=1.00 98125 461 -1585.71 4615.62 0.344
T7 42 - 37 L64x64x6 1.9000 1.7984 92.1
K=1.00 96229 768 -2554.04 7533.54 0.339
T8 37 - 32 L64x64x6 1.9000 1.7730 90.8
K=1.00 97304 768 -3412.83 7617.72 0.448
RRIISSAATToowweerr Job
TORRE DE 65m-CUADRADA PATA=12.900m V=130 KPH
Page
45 of 49
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SAN ANDRES - CONDICION ACTUAL.
Date
13:43:38 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
Tension Checks
Leg Design Data (Tension)
Section
No.
Elevation
m
Size
L
m
Lu
m
Kl/r
Fa
kPa
A
mm2
Actual
P
kg
Allow.
Pa
kg
Ratio
P
Pa
T1 65 - 63 L102x102x10 2.0000 2.0000 64.0 224080 1422 100.37 32487.16 0.003
T2 63 - 57 L102x102x10 6.0000 2.0000 64.0 224080 1422 2464.01 32487.16 0.076
T3 57 - 51 L102x102x13 6.0000 2.0000 64.5 224080 1855 10075.24 42382.55 0.238
T4 51 - 45 L102x102x13 6.0000 1.5000 48.4 224080 1855 26251.26 42382.55 0.619
T5 45 - 43.5 L102x102x13 1.5334 1.5334 49.5 224080 1855 22667.51 42382.55 0.535
T6 43.5 - 42 L102x102x13 1.5334 1.5334 49.5 224080 1855 22177.63 42382.55 0.523
T7 42 - 37 L102x102x13 5.0000 2.5000 80.7 224080 1855 25610.47 42382.55 0.604
T8 37 - 32 L127x127x13 5.0000 2.5000 63.9 224080 2500 37932.40 57124.53 0.664
T9 32 - 30 2L127x127x13 2.0199 2.0199 80.9 206843 6129 43765.19 129273.86 0.339
T10 30 - 27 2L127x127x13 3.0298 3.0298 121.3 206843 6129 40464.17 129273.86 0.313
T11 27 - 23 2L127x127x13 4.0398 4.0398 161.8 206843 6129 41068.72 129273.86 0.318
T12 23 - 18 2L127x127x13 5.0497 5.0497 202.2 206843 6129 35218.51 129273.86 0.272
T13 18 - 12 2L127x127x13 6.0597 6.0597 242.7 206843 6129 34809.69 129273.86 0.269
T14 12 - 6 2L127x127x13 6.4904 6.4904 259.9 206843 6129 25847.06 129273.86 0.200
T15 6 - 0 2L127x127x13 6.4904 6.4904 259.9 206843 6129 25199.97 129273.86 0.195
Diagonal Design Data (Tension)
Section
No.
Elevation
m
Size
L
m
Lu
m
Kl/r
Fa
kPa
A
mm2
Actual
P
kg
Allow.
Pa
kg
Ratio
P
Pa
T1 65 - 63 L51x51x5 2.2361 1.0044 64.1 148927 461 56.82 7005.28 0.008
T2 63 - 57 L51x51x5 2.2361 1.0044 64.1 148927 461 701.03 7005.28 0.100
T3 57 - 51 L51x51x5 2.2361 1.0044 64.1 148927 461 2253.58 7005.28 0.322
RRIISSAATToowweerr Job
TORRE DE 65m-CUADRADA PATA=12.900m V=130 KPH
Page
46 of 49
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SAN ANDRES - CONDICION ACTUAL.
Date
13:43:38 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
Section
No.
Elevation
m
Size
L
m
Lu
m
Kl/r
Fa
kPa
A
mm2
Actual
P
kg
Allow.
Pa
kg
Ratio
P
Pa
T4 51 - 45 L51x51x5 1.8028 0.8098 51.7 148927 461 3213.09 7005.28 0.459
T5 45 - 43.5 2L76x76x6 1.9497 1.0744 45.5 148927 1858 5926.82 28217.08 0.210
T6 43.5 - 42 2L76x76x6 2.2597 1.2137 51.4 148927 1858 1942.16 28217.08 0.069
T7 42 - 37 L76x76x6 3.1401 1.4861 62.9 148927 929 4126.25 14108.54 0.292
T8 37 - 32 L76x76x6 3.1401 1.4651 62.0 148927 929 5874.11 14108.54 0.416
T9 32 - 30 L102x102x6 2.9069 1.5044 47.4 148927 1252 2534.35 19007.34 0.133
T10 30 - 27 L102x102x6 3.9812 2.1237 66.9 148927 1252 2489.42 19007.34 0.131
T11 27 - 23 L76x76x6 4.4252 4.2768 181.0 148927 929 1285.06 14108.54 0.091
T12 23 - 18 L76x76x6 5.3547 5.1772 219.2 148927 929 2829.38 14108.54 0.201
T13 18 - 12 L76x76x6 6.7129 6.5713 278.2 148927 929 2794.17 14108.54 0.198
T14 12 - 6 L102x102x10 6.9112 6.7833 217.1 148927 1845 8059.20 28021.13 0.288
T15 6 - 0 L102x102x10 8.9814 8.8960 284.7 148927 1845 5688.64 28021.13 0.203
Horizontal Design Data (Tension)
Section
No.
Elevation
m
Size
L
m
Lu
m
Kl/r
Fa
kPa
A
mm2
Actual
P
kg
Allow.
Pa
kg
Ratio
P
Pa
T13 18 - 12 L76x76x6 4.7000 4.5730 193.6 148927 929 216.46 14108.54 0.015
T15 6 - 0 L102x102x6 9.4000 4.6365 292.1 148927 1252 124.00 19007.34 0.007
Top Girt Design Data (Tension)
Section
No.
Elevation
m
Size
L
m
Lu
m
Kl/r
Fa
kPa
A
mm2
Actual
P
kg
Allow.
Pa
kg
Ratio
P
Pa
T1 65 - 63 L64x64x5 1.0000 0.8984 45.5 148927 582 9.70 8837.43 0.001
T2 63 - 57 L64x64x5 1.0000 0.8984 45.5 148927 582 50.07 8837.43 0.006
RRIISSAATToowweerr Job
TORRE DE 65m-CUADRADA PATA=12.900m V=130 KPH
Page
47 of 49
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SAN ANDRES - CONDICION ACTUAL.
Date
13:43:38 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
Section
No.
Elevation
m
Size
L
m
Lu
m
Kl/r
Fa
kPa
A
mm2
Actual
P
kg
Allow.
Pa
kg
Ratio
P
Pa
T3 57 - 51 L64x64x5 1.0000 0.8984 45.5 148927 582 338.64 8837.43 0.038
T4 51 - 45 L64x64x5 1.0000 0.8984 45.5 148927 582 952.96 8837.43 0.108
T5 45 - 43.5 L64x64x5 1.0000 0.8984 45.5 148927 582 1515.15 8837.43 0.171
T6 43.5 - 42 L64x64x6 1.4500 1.3484 69.0 148927 768 3071.68 11659.14 0.263
T7 42 - 37 L64x64x6 1.9000 1.7984 92.1 148927 768 4029.45 11659.14 0.346
T8 37 - 32 L64x64x6 1.9000 1.7984 92.1 148927 768 3361.94 11659.14 0.288
T9 32 - 30 L64x64x6 1.9000 1.7730 90.8 148927 768 569.24 11659.14 0.049
T10 30 - 27 L64x64x6 2.3000 2.1730 111.3 148927 768 2518.14 11659.14 0.216
T11 27 - 23 L64x64x6 2.9000 2.7730 142.0 148927 768 1483.09 11659.14 0.127
T12 23 - 18 L76x76x6 3.7000 3.5730 151.3 148927 929 1434.16 14108.54 0.102
T14 12 - 6 L102x102x6 5.9000 5.7730 181.8 148927 1252 975.16 19007.34 0.051
Mid Girt Design Data (Tension)
Section
No.
Elevation
m
Size
L
m
Lu
m
Kl/r
Fa
kPa
A
mm2
Actual
P
kg
Allow.
Pa
kg
Ratio
P
Pa
T2 63 - 57 L51x51x5 1.0000 0.8984 57.3 199948 278 226.14 5666.60 0.040
T3 57 - 51 L51x51x5 1.0000 0.8984 57.3 199948 278 694.58 5666.60 0.123
T4 51 - 45 L51x51x5 1.0000 0.8984 57.3 199948 278 1773.50 5666.60 0.313
T7 42 - 37 L64x64x6 1.9000 1.7984 92.1 199948 485 2997.95 9890.31 0.303
T8 37 - 32 L64x64x6 1.9000 1.7730 90.8 199948 485 3933.30 9890.31 0.398
RRIISSAATToowweerr Job
TORRE DE 65m-CUADRADA PATA=12.900m V=130 KPH
Page
48 of 49
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SAN ANDRES - CONDICION ACTUAL.
Date
13:43:38 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
Section Capacity Table
Section
No.
Elevation
m
Component
Type
Size Critical
Element
P
kg
SF*Pallow
kg
%
Capacity
Pass
Fail
T1 65 - 63 Leg L102x102x10 3 -281.41 42118.96 0.7 1.1 (b)
Pass
Diagonal L51x51x5 13 -93.40 7362.38 1.3 Pass Top Girt L64x64x5 7 9.70 11780.30 0.1
0.1 (b) Pass
T2 63 - 57 Leg L102x102x10 19 -3014.86 42118.96 7.2 Pass Diagonal L51x51x5 32 -803.20 7362.38 10.9 Pass Top Girt L64x64x5 22 50.07 11780.30 0.4
0.5 (b) Pass
Mid Girt L51x51x5 26 226.14 7553.57 3.0 Pass T3 57 - 51 Leg L102x102x13 59 -11088.43 55090.27 20.1 Pass
Diagonal L51x51x5 73 -2401.91 7362.38 32.6 Pass Top Girt L64x64x5 62 338.64 11780.30 2.9
3.4 (b) Pass
Mid Girt L51x51x5 65 -572.00 6152.62 9.3 Pass T4 51 - 45 Leg L102x102x13 97 26251.26 56495.94 46.5 Pass
Diagonal L51x51x5 113 -3293.47 6594.01 49.9 Pass Top Girt L64x64x5 101 -810.96 8878.21 9.1
9.7 (b) Pass
Mid Girt L51x51x5 105 -1585.71 6152.62 25.8 Pass T5 45 - 43.5 Leg L102x102x13 149 22667.51 56495.94 40.1
44.2 (b) Pass
Diagonal 2L76x76x6 159 -6154.03 32633.32 18.9 Pass Top Girt L64x64x5 153 -1405.70 8878.21 15.8 Pass
T6 43.5 - 42 Leg L102x102x13 167 -24340.36 59013.59 41.2 45.7 (b)
Pass
Diagonal 2L76x76x6 175 -2023.92 31742.09 6.4 Pass Top Girt L64x64x6 169 -2750.38 8579.34 32.1 Pass
T7 42 - 37 Leg L102x102x13 183 -27994.50 50360.67 55.6 Pass Diagonal L76x76x6 197 -4537.42 14929.38 30.4 Pass Top Girt L64x64x6 185 -3342.77 10042.20 33.3 Pass Mid Girt L64x64x6 189 -2554.04 10042.20 25.4
38.5 (b) Pass
T8 37 - 32 Leg L127x127x13 211 -40506.36 69907.13 57.9 Pass Diagonal L76x76x6 225 -6295.32 15005.20 42.0 Pass Top Girt L64x64x6 213 -2892.99 10042.20 28.8 Pass Mid Girt L64x64x6 217 -3412.83 10154.42 33.6
50.5 (b) Pass
T9 32 - 30 Leg 2L127x127x13 239 -47026.66 148018.60 31.8 44.2 (b)
Pass
Diagonal L102x102x6 247 -2821.55 21133.21 13.4 21.5 (b)
Pass
Top Girt L64x64x6 241 -537.17 10154.42 5.3 Pass T10 30 - 27 Leg 2L127x127x13 255 -44017.80 129828.64 33.9
41.4 (b) Pass
Diagonal L102x102x6 263 -2924.73 19112.93 15.3 22.2 (b)
Pass
Top Girt L64x64x6 257 -2165.04 8276.54 26.2 Pass T11 27 - 23 Leg 2L127x127x13 271 -45761.59 136785.01 33.5
43.0 (b) Pass
Diagonal L76x76x6 279 -1356.10 3966.57 34.2 Pass Top Girt L64x64x6 273 -1265.62 11748.37 10.8
11.3 (b) Pass
T12 23 - 18 Leg 2L127x127x13 287 -39027.78 123691.56 31.6 36.7 (b)
Pass
Diagonal L76x76x6 301 -3646.19 2706.74 134.7 Fail Top Girt L76x76x6 289 -1161.72 2302.79 50.4 Pass
RRIISSAATToowweerr Job
TORRE DE 65m-CUADRADA PATA=12.900m V=130 KPH
Page
49 of 49
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SAN ANDRES - CONDICION ACTUAL.
Date
13:43:38 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
Section
No.
Elevation
m
Component
Type
Size Critical
Element
P
kg
SF*Pallow
kg
%
Capacity
Pass
Fail
T13 18 - 12 Leg 2L127x127x13 307 -39480.87 109106.46 36.2 37.1 (b)
Pass
Diagonal L76x76x6 313 -3823.63 1680.14 227.6 Fail Horizontal L76x76x6 293 -353.39 3469.29 10.2 Pass
T14 12 - 6 Leg 2L127x127x13 319 -38424.00 102426.41 37.5 Pass Diagonal L102x102x10 330 -6489.19 5477.87 118.5 Fail Top Girt L102x102x6 322 -4116.04 16183.94 25.4
31.3 (b) Pass
T15 6 - 0 Leg 2L127x127x13 339 -39048.64 102426.41 38.1 Pass Diagonal L102x102x10 343 -3780.70 12003.65 31.5 Pass Horizontal L102x102x6 325 -628.82 12789.62 4.9 Pass Summary Leg (T8) 57.9 Pass Diagonal
(T13) 227.6 Fail
Horizontal (T13)
10.2 Pass
Top Girt (T12)
50.4 Pass
Mid Girt (T8)
50.5 Pass
Bolt Checks 50.5 Pass RATING = 227.6 Fail
Program Version 5.4.1.8 - 4/8/2010 File:D:/CALCULO ESTRUCTURAL TORRE CUADRADA H=65m C. ACTUAL EB. SIMON BOLIVAR.eri
I. P. DOLMEN S.A.
Calle 101 No. 70 G - 25.
BOGOTA D.C., - COLOMBIA. Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Job: DIAGRAMA DE DEFLEXIONES-TC65m PATA=12.900m V=130 KPH
Project: EVALUACION ESTRUCTURAL EB. SAN ANDRES - CONDICION ACTUAL.
Client: RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Drawn by: Ing. C. Londoño M. App'd:
Code: TIA/EIA-222-F Date: 09/16/13 Scale: NTS Path:
D:\eeffca 2gop792bt9d5n0015ee\C1\ARC DOLMEN\EVALUACIONES\TC65m EB. SIMON BOLIVAR\TC65m C. ACTUAL EB. SIMON BOLIVAR\TC65m C. ACTUAL EB. SIMON BOLIVAR.eri
Dwg No. E-5
TIA/EIA-222-F - Service - 65 kph Maximum Values
0
0
50
50
100
100
Deflection (mm)
65.0000
63.0000
57.0000
51.0000
45.0000
43.5000
42.0000
37.0000
32.0000
30.0000
27.0000
23.0000
18.0000
12.0000
6.0000
0.0000
Ele
va
tio
n (
m)
0
0
0.05
0.05
0.1
0.1
0.15
0.15
0.2
0.2
0.25
0.25
Tilt (deg)0
0
0.05
0.05
0.1
0.1
Twist (deg)
65.0000
63.0000
57.0000
51.0000
45.0000
43.5000
42.0000
37.0000
32.0000
30.0000
27.0000
23.0000
18.0000
12.0000
6.0000
0.0000
I. P. DOLMEN S.A.
Calle 101 No. 70 G - 25.
BOGOTA D.C., - COLOMBIA. Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Job: DIAGRAMA CABLES GUIA DE ONDA-TC65m PATA=12.900m V=130 KPH
Project: EVALUACION ESTRUCTURAL EB. SAN ANDRES - CONDICION ACTUAL.
Client: RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Drawn by: Ing. C. Londoño M. App'd:
Code: TIA/EIA-222-F Date: 09/16/13 Scale: NTS Path:
D:\eeffca 2gop792bt9d5n0015ee\C1\ARC DOLMEN\EVALUACIONES\TC65m EB. SIMON BOLIVAR\TC65m C. ACTUAL EB. SIMON BOLIVAR\TC65m C. ACTUAL EB. SIMON BOLIVAR.eri
Dwg No. E-7
Feedline Distribution Chart
0.0000 - 65.0000Round Flat App In Face App Out Face Truss Leg
Face A
63.0000
57.0000
51.0000
45.0000
43.5000
42.0000
37.0000
32.0000
30.0000
27.0000
23.0000
18.0000
12.0000
6.0000
0.0000
65.0000
Ele
va
tio
n (
m)
Face B
58.5000
57.5000
56.5000
41.5000
40.5000
39.5000
52.5000
38.5000
34.5000
Face C
58.5000
57.5000
56.5000
41.5000
40.5000
39.5000
52.5000
38.5000
34.5000
Face D
63.0000
57.0000
51.0000
45.0000
43.5000
42.0000
37.0000
32.0000
30.0000
27.0000
23.0000
18.0000
12.0000
6.0000
0.0000
65.0000
58.5000
57.5000
56.5000
41.5000
40.5000
39.5000
52.5000
38.5000
34.5000
(4)
1/2
(8 A
NT
TV
E)
(4)
1/2
(8 A
NT
TV
E)
(4)
1/2
(4 A
NT
TV
E)
(2)
1/2
(2 A
NT
TV
E)
(2)
1/2
(2 A
NT
TV
E)
1/2
(1 A
NT
TV
E)
7/8
(1 A
NT
MW
E)
7/8
(1 A
NT
GR
IP E
)
7/8
(1 A
NT
MW
E)
I. P. DOLMEN S.A.
Calle 101 No. 70 G - 25.
BOGOTA D.C., - COLOMBIA. Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Job: DIAGRAMA DE ESFUERZOS-TC65m PATA=12.900m V=130 KPH
Project: EVALUACION ESTRUCTURAL EB. SAN ANDRES - CONDICION ACTUAL.
Client: RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Drawn by: Ing. C. Londoño M. App'd:
Code: TIA/EIA-222-F Date: 09/16/13 Scale: NTS Path:
D:\eeffca 2gop792bt9d5n0015ee\C1\ARC DOLMEN\EVALUACIONES\TC65m EB. SIMON BOLIVAR\TC65m C. ACTUAL EB. SIMON BOLIVAR\TC65m C. ACTUAL EB. SIMON BOLIVAR.eri
Dwg No. E-8
Stress Distribution Chart
0.0000 - 65.0000> 100% 90%-100% 75%-90% 50%-75% < 50% Overstress
Face A Face B Face C Face D
63.0000
57.0000
51.0000
45.0000
43.5000
42.0000
37.0000
32.0000
30.0000
27.0000
23.0000
18.0000
12.0000
6.0000
0.0000
65.0000
Ele
va
tio
n (
m)
63.0000
57.0000
51.0000
45.0000
43.5000
42.0000
37.0000
32.0000
30.0000
27.0000
23.0000
18.0000
12.0000
6.0000
0.0000
65.0000
DOLMEN Integración de Proyectos
Calle 1010 No. 70G-25 PBX: +(571) 226 9999
comercial@ipdolmen.com gerencia@ipdolmen.com
CONDICION NUEVA.
EB. SIMON BOLIVAR.
I. P. DOLMEN S.A.
Calle 101 No. 70 G - 25.
BOGOTA D.C., - COLOMBIA. Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Job: SILUETA DE CALCULO-TC65m PATA=12.900m V=130 KPH
Project: EVALUACION ESTRUCTURAL EB. SAN ANDRES - CONDICION NUEVA.
Client: RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Drawn by: Ing. C. Londoño M. App'd:
Code: TIA/EIA-222-F Date: 09/16/13 Scale: NTS Path:
D:\eeffca 2gop792bt9d5n0015ee\C1\ARC DOLMEN\EVALUACIONES\TC65m EB. SIMON BOLIVAR\TC65m C. NUEVA EB. SIMON BOLIVAR\TC65m C. NUEVA EB. SIMON BOLIVAR.eri
Dwg No. E-1
65.0 m
63.0 m
57.0 m
51.0 m
45.0 m
43.5 m
42.0 m
37.0 m
32.0 m
30.0 m
27.0 m
23.0 m
18.0 m
12.0 m
6.0 m
0.0 m
REACTIONS - 130 kph WINDTORQUE 3869 kg-m
17303 kgSHEAR
583072 kg-mMOMENT
25092 kgAXIAL
SHEAR: 14058 kgUPLIFT: -26137 kgDOWN: 37785 kg
MAX. CORNER REACTIONS AT BASE:
S
ection
T1
T2
T3
T4
T5
T6
T7
T8
T9
T10
T11
T12
T13
T14
T15
Legs
L102x102x10
L102x102x13
L127x127x13
2L127x127x13
Leg G
rade
A572-5
0
D
iagonals
L51x51x5
2L76x76x6
L76x76x6
L102x102x6
L76x76x6
L102x102x10
D
iagonal G
rade
A36
T
op G
irts
L64x64x5
L64x64x6
L76x76x6
N.A
.L102x102x6
N.A
.
M
id G
irts
N.A
.L51x51x5
N.A
.L64x64x6
N.A
.
H
orizonta
lsN
.A.
L76x76x6
N.A
.L102x102x6
F
ace W
idth
(m
)1
1.4
51.9
2.3
2.9
3.7
4.7
5.9
9.4
12.9
# P
anels
@ (
m)
7 @
26 @
1.5
4 @
2.5
1 @
21 @
31 @
41 @
53 @
6
W
eig
ht (k
g)
298.4
883.7
1045.9
1089.5
543.3
622.6
1256.6
1408.5
994.4
1427.0
1658.1
2088.0
2542.1
3422.3
3988.4
23268.9
CxMANTENIMIENTO 99AT15-250 (N) 65AT15-250 (N) 65AT15-250 (N) 65AT15-250 (N) 64AT15-250 (N) 64ANT OMNI L=3m (E) 63.52 ANT TV 0.30x1.20m (E) 58.52 ANT TV 0.30x1.20m (E) 58.52 ANT TV 0.30x1.20m (E) 58.52 ANT TV 0.30x1.20m (E) 58.52 ANT TV 0.30x1.20m (E) 57.52 ANT TV 0.30x1.20m (E) 57.52 ANT TV 0.30x1.20m (E) 57.52 ANT TV 0.30x1.20m (E) 57.51 ANT TV 0.30x1.20m (E) 56.51 ANT TV 0.30x1.20m (E) 56.51 ANT TV 0.30x1.20m (E) 56.51 ANT TV 0.30x1.20m (E) 56.5HP8-102 (1 ANT MW Ø2.40m E) 52.52 ANT TV 0.30x1.20m (E) 41.52 ANT TV 0.30x1.20m (E) 40.51 ANT TV 0.30x1.20m (E) 39.5KP8F-13 (1 ANT GRIP Ø2.40m E) 38.5HP8-102 (1 ANT MW Ø2.40m E) 34.5DESIGNED APPURTENANCE LOADING
TYPE TYPEELEVATION ELEVATIONCxMANTENIMIENTO 99
AT15-250 (N) 65
AT15-250 (N) 65
AT15-250 (N) 65
AT15-250 (N) 64
AT15-250 (N) 64
ANT OMNI L=3m (E) 63.5
2 ANT TV 0.30x1.20m (E) 58.5
2 ANT TV 0.30x1.20m (E) 58.5
2 ANT TV 0.30x1.20m (E) 58.5
2 ANT TV 0.30x1.20m (E) 58.5
2 ANT TV 0.30x1.20m (E) 57.5
2 ANT TV 0.30x1.20m (E) 57.5
2 ANT TV 0.30x1.20m (E) 57.5
2 ANT TV 0.30x1.20m (E) 57.5
1 ANT TV 0.30x1.20m (E) 56.5
1 ANT TV 0.30x1.20m (E) 56.5
1 ANT TV 0.30x1.20m (E) 56.5
1 ANT TV 0.30x1.20m (E) 56.5
HP8-102 (1 ANT MW Ø2.40m E) 52.5
2 ANT TV 0.30x1.20m (E) 41.5
2 ANT TV 0.30x1.20m (E) 40.5
1 ANT TV 0.30x1.20m (E) 39.5
KP8F-13 (1 ANT GRIP Ø2.40m E) 38.5
HP8-102 (1 ANT MW Ø2.40m E) 34.5
MATERIAL STRENGTHGRADE GRADEFy FyFu Fu
A572-50 344738 kPa 448159 kPa A36 248211 kPa 399896 kPa
TOWER DESIGN NOTES1. Tower designed for a 130 kph basic wind in accordance with the TIA/EIA-222-F Standard.2. Deflections are based upon a 65 kph wind.3. Weld together tower sections have flange connections.4. Connections use galvanized A-394 T0 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 ER-70S-6 electrodes.7. TOWER RATING: 253.5%
RRIISSAATToowweerr Job
TORRE DE 65m CUADRADA PATA=12.900m V=130 KPH
Page
1 of 51
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SAN ANDRES - CONDICION NUEVA.
Date
14:48:00 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
SALIDA 2 - DATOS DE ENTRADA Y SALIDA DE LOS ANALISIS Y DISEÑOS.
Tower Input Data
The main tower is a 4x free standing tower with an overall height of 65.0000 m above the ground line. The base of the tower is set at an elevation of 0.0000 m above the ground line. The face width of the tower is 1.0000 m at the top and 12.9000 m at the base. This tower is designed using the TIA/EIA-222-F standard. The following design criteria apply:
Basic wind speed of 130 kph. Deflections calculated using a wind speed of 65 kph. Weld together tower sections have flange connections. Connections use galvanized A-394 T0 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 ER-70S-6 electrodes. A non-linear (P-delta) analysis was used. Pressures are calculated at each section. Stress ratio used in tower member design is 1.333. Local bending stresses due to climbing loads, feedline supports, and appurtenance mounts are not considered.
Options
Consider Moments - Legs √ Distribute Leg Loads As Uniform √ Treat Feedline Bundles As Cylinder Consider Moments - Horizontals Assume Legs Pinned Use ASCE 10 X-Brace Ly Rules Consider Moments - Diagonals √ Assume Rigid Index Plate Calculate Redundant Bracing Forces Use Moment Magnification √ Use Clear Spans For Wind Area Ignore Redundant Members in FEA Use Code Stress Ratios √ Use Clear Spans For KL/r √ SR Leg Bolts Resist Compression Use Code Safety Factors - Guys Retension Guys To Initial Tension √ All Leg Panels Have Same Allowable Escalate Ice √ Bypass Mast Stability Checks Offset Girt At Foundation Always Use Max Kz Use Azimuth Dish Coefficients √ Consider Feedline Torque Use Special Wind Profile √ Project Wind Area of Appurt. √ Include Angle Block Shear Check √ Include Bolts In Member Capacity √ Autocalc Torque Arm Areas Poles √ Leg Bolts Are At Top Of Section SR Members Have Cut Ends Include Shear-Torsion Interaction Secondary Horizontal Braces Leg Sort Capacity Reports By Component Always Use Sub-Critical Flow Use Diamond Inner Bracing (4 Sided) Triangulate Diamond Inner Bracing Use Top Mounted Sockets Add IBC .6D+W Combination
RRIISSAATToowweerr Job
TORRE DE 65m CUADRADA PATA=12.900m V=130 KPH
Page
2 of 51
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SAN ANDRES - CONDICION NUEVA.
Date
14:48:00 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
Leg C Leg D
Fac
e A
Face B
Face D
Square Tower
Fac
e 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 65.0000-63.0000 1.0000 1 2.0000 T2 63.0000-57.0000 1.0000 1 6.0000 T3 57.0000-51.0000 1.0000 1 6.0000 T4 51.0000-45.0000 1.0000 1 6.0000 T5 45.0000-43.5000 1.0000 1 1.5000 T6 43.5000-42.0000 1.4500 1 1.5000 T7 42.0000-37.0000 1.9000 1 5.0000 T8 37.0000-32.0000 1.9000 1 5.0000 T9 32.0000-30.0000 1.9000 1 2.0000 T10 30.0000-27.0000 2.3000 1 3.0000 T11 27.0000-23.0000 2.9000 1 4.0000 T12 23.0000-18.0000 3.7000 1 5.0000 T13 18.0000-12.0000 4.7000 1 6.0000 T14 12.0000-6.0000 5.9000 1 6.0000 T15 6.0000-0.0000 9.4000 1 6.0000
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 65.0000-63.0000 2.0000 X Brace No No 0 0 T2 63.0000-57.0000 2.0000 X Brace No No 0 0 T3 57.0000-51.0000 2.0000 X Brace No No 0 0 T4 51.0000-45.0000 1.5000 X Brace No No 0 0
RRIISSAATToowweerr Job
TORRE DE 65m CUADRADA PATA=12.900m V=130 KPH
Page
3 of 51
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SAN ANDRES - CONDICION NUEVA.
Date
14:48:00 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
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
T5 45.0000-43.5000 1.5000 X Brace No No 0 0 T6 43.5000-42.0000 1.5000 X Brace No No 0 0 T7 42.0000-37.0000 2.5000 X Brace No No 0 0 T8 37.0000-32.0000 2.5000 X Brace No No 0 0 T9 32.0000-30.0000 2.0000 X Brace No No 0 0 T10 30.0000-27.0000 3.0000 X Brace No No 0 0 T11 27.0000-23.0000 4.0000 K Brace Down No Yes 0 0 T12 23.0000-18.0000 5.0000 K Brace Up No Yes 0 0 T13 18.0000-12.0000 6.0000 K Brace Down No Yes 0 0 T14 12.0000-6.0000 6.0000 K Brace Up No Yes 0 0 T15 6.0000-0.0000 6.0000 K Brace Down No Yes 0 0
Tower Section Geometry (cont’d)
Tower
Elevation
m
Leg
Type
Leg
Size
Leg
Grade
Diagonal
Type
Diagonal
Size
Diagonal
Grade
T1 65.0000-63.0000
Equal Angle L102x102x10 A572-50 (344738 kPa)
Equal Angle L51x51x5 A36 (248211 kPa)
T2 63.0000-57.0000
Equal Angle L102x102x10 A572-50 (344738 kPa)
Equal Angle L51x51x5 A36 (248211 kPa)
T3 57.0000-51.0000
Equal Angle L102x102x13 A572-50 (344738 kPa)
Equal Angle L51x51x5 A36 (248211 kPa)
T4 51.0000-45.0000
Equal Angle L102x102x13 A572-50 (344738 kPa)
Equal Angle L51x51x5 A36 (248211 kPa)
T5 45.0000-43.5000
Equal Angle L102x102x13 A572-50 (344738 kPa)
Double Angle 2L76x76x6 A36 (248211 kPa)
T6 43.5000-42.0000
Equal Angle L102x102x13 A572-50 (344738 kPa)
Double Angle 2L76x76x6 A36 (248211 kPa)
T7 42.0000-37.0000
Equal Angle L102x102x13 A572-50 (344738 kPa)
Equal Angle L76x76x6 A36 (248211 kPa)
T8 37.0000-32.0000
Equal Angle L127x127x13 A572-50 (344738 kPa)
Equal Angle L76x76x6 A36 (248211 kPa)
T9 32.0000-30.0000
Arbitrary Shape 2L127x127x13 A572-50 (344738 kPa)
Equal Angle L102x102x6 A36 (248211 kPa)
T10 30.0000-27.0000
Arbitrary Shape 2L127x127x13 A572-50 (344738 kPa)
Equal Angle L102x102x6 A36 (248211 kPa)
T11 27.0000-23.0000
Arbitrary Shape 2L127x127x13 A572-50 (344738 kPa)
Equal Angle L76x76x6 A36 (248211 kPa)
T12 23.0000-18.0000
Arbitrary Shape 2L127x127x13 A572-50 (344738 kPa)
Equal Angle L76x76x6 A36 (248211 kPa)
T13 18.0000-12.0000
Arbitrary Shape 2L127x127x13 A572-50 (344738 kPa)
Equal Angle L76x76x6 A36 (248211 kPa)
T14 12.0000-6.0000
Arbitrary Shape 2L127x127x13 A572-50 (344738 kPa)
Equal Angle L102x102x10 A36 (248211 kPa)
T15 6.0000-0.0000
Arbitrary Shape 2L127x127x13 A572-50 (344738 kPa)
Equal Angle L102x102x10 A36 (248211 kPa)
RRIISSAATToowweerr Job
TORRE DE 65m CUADRADA PATA=12.900m V=130 KPH
Page
4 of 51
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SAN ANDRES - CONDICION NUEVA.
Date
14:48:00 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
Tower Section Geometry (cont’d)
Tower
Elevation
m
Top Girt
Type
Top Girt
Size
Top Girt
Grade
Bottom Girt
Type
Bottom Girt
Size
Bottom Girt
Grade
T1 65.0000-63.0000
Equal Angle L64x64x5 A36 (248211 kPa)
Equal Angle A36 (248211 kPa)
T2 63.0000-57.0000
Equal Angle L64x64x5 A36 (248211 kPa)
Equal Angle A36 (248211 kPa)
T3 57.0000-51.0000
Equal Angle L64x64x5 A36 (248211 kPa)
Equal Angle A36 (248211 kPa)
T4 51.0000-45.0000
Equal Angle L64x64x5 A36 (248211 kPa)
Equal Angle A36 (248211 kPa)
T5 45.0000-43.5000
Equal Angle L64x64x5 A36 (248211 kPa)
Equal Angle A36 (248211 kPa)
T6 43.5000-42.0000
Equal Angle L64x64x6 A36 (248211 kPa)
Equal Angle A36 (248211 kPa)
T7 42.0000-37.0000
Equal Angle L64x64x6 A36 (248211 kPa)
Equal Angle A36 (248211 kPa)
T8 37.0000-32.0000
Equal Angle L64x64x6 A36 (248211 kPa)
Equal Angle A36 (248211 kPa)
T9 32.0000-30.0000
Equal Angle L64x64x6 A36 (248211 kPa)
Equal Angle A36 (248211 kPa)
T10 30.0000-27.0000
Equal Angle L64x64x6 A36 (248211 kPa)
Equal Angle A36 (248211 kPa)
T11 27.0000-23.0000
Equal Angle L64x64x6 A36 (248211 kPa)
Single Angle A36 (248211 kPa)
T12 23.0000-18.0000
Equal Angle L76x76x6 A36 (248211 kPa)
Single Angle A36 (248211 kPa)
T14 12.0000-6.0000
Equal Angle L102x102x6 A36 (248211 kPa)
Single Angle A36 (248211 kPa)
Tower Section Geometry (cont’d)
Tower
Elevation
m
No.
of
Mid
Girts
Mid Girt
Type
Mid Girt
Size
Mid Girt
Grade
Horizontal
Type
Horizontal
Size
Horizontal
Grade
T2 63.0000-57.0000
3 Equal Angle L51x51x5 A36 (248211 kPa)
Equal Angle A36 (248211 kPa)
T3 57.0000-51.0000
3 Equal Angle L51x51x5 A36 (248211 kPa)
Equal Angle A36 (248211 kPa)
T4 51.0000-45.0000
3 Equal Angle L51x51x5 A36 (248211 kPa)
Equal Angle A36 (248211 kPa)
T7 42.0000-37.0000
1 Equal Angle L64x64x6 A36 (248211 kPa)
Solid Round A36 (248211 kPa)
T8 37.0000-32.0000
1 Equal Angle L64x64x6 A36 (248211 kPa)
Solid Round A36 (248211 kPa)
T11 27.0000-23.0000
None Equal Angle A36 (248211 kPa)
Equal Angle L64x64x6 A36 (248211 kPa)
T12 23.0000-18.0000
None Equal Angle A36 (248211 kPa)
Equal Angle L76x76x6 A36 (248211 kPa)
T13 18.0000-12.0000
None Equal Angle A36 (248211 kPa)
Equal Angle L76x76x6 A36 (248211 kPa)
T14 12.0000-6.0000
None Equal Angle A36 (248211 kPa)
Equal Angle L102x102x6 A36 (248211 kPa)
T15 6.0000-0.0000
None Equal Angle A36 (248211 kPa)
Equal Angle L102x102x6 A36 (248211 kPa)
RRIISSAATToowweerr Job
TORRE DE 65m CUADRADA PATA=12.900m V=130 KPH
Page
5 of 51
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SAN ANDRES - CONDICION NUEVA.
Date
14:48:00 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
Tower Section Geometry (cont’d)
Tower
Elevation
m
Gusset
Area
(per face)
m2
Gusset
Thickness
mm
Gusset Grade Adjust. Factor
Af
Adjust.
Factor
Ar
Weight Mult.
Double Angle
Stitch Bolt
Spacing
Diagonals
mm
Double Angle
Stitch Bolt
Spacing
Horizontals
mm
T1 65.0000-63.00
00
0.0000 0 A36 (248211 kPa)
1.1 1 1.5 0 0
T2 63.0000-57.00
00
0.0000 0 A36 (248211 kPa)
1.1 1 1.5 0 0
T3 57.0000-51.00
00
0.0000 0 A36 (248211 kPa)
1.1 1 1.5 0 0
T4 51.0000-45.00
00
0.0000 0 A36 (248211 kPa)
1.1 1 1.5 0 0
T5 45.0000-43.50
00
0.0000 0 A36 (248211 kPa)
1.1 1 1.5 0 0
T6 43.5000-42.00
00
0.0000 0 A36 (248211 kPa)
1.1 1 1.5 0 0
T7 42.0000-37.00
00
0.0000 0 A36 (248211 kPa)
1.1 1 1.5 0 0
T8 37.0000-32.00
00
0.0000 0 A36 (248211 kPa)
1.1 1 1.5 0 0
T9 32.0000-30.00
00
0.0000 0 A36 (248211 kPa)
1.1 1 1.5 0 0
T10 30.0000-27.00
00
0.0000 0 A36 (248211 kPa)
1.1 1 1.5 0 0
T11 27.0000-23.00
00
0.0000 0 A36 (248211 kPa)
1.2 1 1.5 0 0
T12 23.0000-18.00
00
0.0000 0 A36 (248211 kPa)
1.2 1 1.5 0 0
T13 18.0000-12.00
00
0.0000 0 A36 (248211 kPa)
1.2 1 1.5 0 0
T14 12.0000-6.000
0
0.0000 0 A36 (248211 kPa)
1.2 1 1.5 0 0
T15 6.0000-0.0000
0.0000 0 A36 (248211 kPa)
1.2 1 1.5 0 0
RRIISSAATToowweerr Job
TORRE DE 65m CUADRADA PATA=12.900m V=130 KPH
Page
6 of 51
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SAN ANDRES - CONDICION NUEVA.
Date
14:48:00 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
Tower Section Geometry (cont’d)
K Factors1
Tower
Elevation
m
Calc
K
Single
Angles
Calc
K
Solid
Rounds
Legs X
Brace
Diags
X
Y
K
Brace
Diags
X
Y
Single
Diags
X
Y
Girts
X
Y
Horiz.
X
Y
Sec.
Horiz.
X
Y
Inner
Brace
X
Y
T1 65.0000-63.00
00
No No 0.5 1 0.5
1 1
1 1
1 1
1 1
1 1
1 1
T2 63.0000-57.00
00
No No 0.5 1 0.5
1 1
1 1
1 1
1 1
1 1
1 1
T3 57.0000-51.00
00
No No 0.5 1 0.5
1 1
1 1
1 1
1 1
1 1
1 1
T4 51.0000-45.00
00
No No 0.5 1 1
1 0.5
1 1
1 1
1 1
1 1
1 1
T5 45.0000-43.50
00
No No 0.5 1 1
1 0.5
1 1
1 1
1 1
1 1
1 1
T6 43.5000-42.00
00
No No 0.5 1 0.5
1 1
1 1
1 1
1 1
1 1
1 1
T7 42.0000-37.00
00
No No 0.5 1 0.5
1 1
1 1
1 0.5
1 1
1 1
1 1
T8 37.0000-32.00
00
No No 0.5 1 0.5
1 1
1 1
1 0.5
1 1
1 1
1 1
T9 32.0000-30.00
00
No No 0.5 1 0.5
1 1
1 1
1 0.5
1 1
1 1
1 1
T10 30.0000-27.00
00
No No 0.5 1 0.5
1 1
1 1
1 0.5
1 1
1 1
1 1
T11 27.0000-23.00
00
No No 0.33 1 1
1 0.33
1 1
0.5 0.5
1 1
1 1
1 1
T12 23.0000-18.00
00
No No 0.33 1 1
1 0.33
1 1
1 1
1 0.5
1 1
1 1
T13 18.0000-12.00
00
No No 0.33 1 1
1 0.33
1 1
0.5 0.25
1 1
1 1
1 1
T14 12.0000-6.000
0
No No 0.33 1 1
1 0.33
1 1
0.5 0.25
1 1
1 1
1 1
T15 6.0000-0.0000
No No 0.33 1 1
0.33 0.33
1 1
0.5 0.25
0.5 0.25
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.
RRIISSAATToowweerr Job
TORRE DE 65m CUADRADA PATA=12.900m V=130 KPH
Page
7 of 51
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SAN ANDRES - CONDICION NUEVA.
Date
14:48:00 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
Tower Section Geometry (cont’d)
Tower
Elevation
m
Leg Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Horizontal
Net Width
Deduct
mm
U
Net Width
Deduct
mm
U
Net Width
Deduct
mm
U
Net
Width
Deduct
mm
U
Net
Width
Deduct
mm
U
Net
Width
Deduct
mm
U
Net
Width
Deduct
mm
U
T1 65.0000-63.00
00
0 1 0 1 0 1 0 1 0 0.75 0 1 0 0.75
T2 63.0000-57.00
00
0 1 0 1 0 1 0 1 0 0.75 0 1 0 0.75
T3 57.0000-51.00
00
0 1 0 1 0 1 0 1 0 0.75 0 1 0 0.75
T4 51.0000-45.00
00
0 1 0 1 0 1 0 1 0 0.75 0 1 0 0.75
T5 45.0000-43.50
00
0 1 0 1 0 1 0 1 0 0.75 0 1 0 0.75
T6 43.5000-42.00
00
0 1 0 1 0 1 0 1 0 0.75 0 1 0 0.75
T7 42.0000-37.00
00
0 1 0 1 0 1 0 1 0 0.75 0 1 0 0.75
T8 37.0000-32.00
00
0 1 0 1 0 1 0 1 0 0.75 0 1 0 0.75
T9 32.0000-30.00
00
0 1 0 1 0 1 0 1 0 0.75 0 1 0 0.75
T10 30.0000-27.00
00
0 1 0 1 0 1 0 1 0 0.75 0 1 0 0.75
T11 27.0000-23.00
00
0 1 0 1 0 1 0 1 0 0.75 0 1 0 0.75
T12 23.0000-18.00
00
0 1 0 1 0 1 0 1 0 0.75 0 1 0 0.75
T13 18.0000-12.00
00
0 1 0 1 0 1 0 1 0 0.75 0 1 0 0.75
T14 12.0000-6.000
0
0 1 0 1 0 1 0 1 0 0.75 0 1 0 0.75
T15 6.0000-0.0000
0 1 0 1 0 1 0 1 0 0.75 0 1 0 0.75
RRIISSAATToowweerr Job
TORRE DE 65m CUADRADA PATA=12.900m V=130 KPH
Page
8 of 51
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SAN ANDRES - CONDICION NUEVA.
Date
14:48:00 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
Tower Section Geometry (cont’d)
Tower
Elevation
m
Leg
Connection
Type
Leg Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Horizontal
Bolt Size
mm
No. Bolt Size
mm
No. Bolt Size
mm
No. Bolt Size
mm
No. Bolt Size
mm
No. Bolt Size
mm
No. Bolt Size
mm
No.
T1 65.0000-63.00
00
Sleeve SS 19 A394T0
4 16 A394T0
2 16 A394T0
2 16 A394T0
0 16 A394T0
2 16 A394T0
0 16 A394T0
0
T2 63.0000-57.00
00
Sleeve SS 19 A394T0
8 16 A394T0
2 16 A394T0
2 16 A394T0
0 16 A394T0
2 16 A394T0
0 16 A394T0
0
T3 57.0000-51.00
00
Sleeve SS 19 A394T0
8 16 A394T0
2 16 A394T0
2 16 A394T0
0 16 A394T0
2 16 A394T0
0 16 A394T0
0
T4 51.0000-45.00
00
Sleeve SS 19 A394T0
8 16 A394T0
2 16 A394T0
2 16 A394T0
0 16 A394T0
2 16 A394T0
0 16 A394T0
0
T5 45.0000-43.50
00
Sleeve SS 19 A394T0
8 16 A394T0
3 16 A394T0
2 16 A394T0
0 16 A394T0
2 16 A394T0
0 16 A394T0
0
T6 43.5000-42.00
00
Sleeve SS 19 A394T0
8 16 A394T0
3 16 A394T0
2 16 A394T0
0 16 A394T0
2 16 A394T0
0 16 A394T0
0
T7 42.0000-37.00
00
Sleeve SS 19 A394T0
8 16 A394T0
3 16 A394T0
2 16 A394T0
0 16 A394T0
2 16 A394T0
0 16 A394T0
0
T8 37.0000-32.00
00
Sleeve SS 19 A394T0
16 16 A394T0
3 16 A394T0
2 16 A394T0
0 16 A394T0
2 16 A394T0
0 16 A394T0
0
T9 32.0000-30.00
00
Sleeve SS 19 A394T0
16 16 A394T0
2 16 A394T0
2 16 A394T0
0 16 A394T0
2 16 A394T0
0 16 A394T0
0
T10 30.0000-27.00
00
Sleeve SS 19 A394T0
16 16 A394T0
2 16 A394T0
2 16 A394T0
0 16 A394T0
2 16 A394T0
0 16 A394T0
0
T11 27.0000-23.00
00
Sleeve SS 19 A394T0
16 16 A394T0
2 16 A394T0
2 16 A394T0
0 16 A394T0
2 16 A394T0
2 16 A394T0
0
T12 23.0000-18.00
00
Sleeve SS 19 A394T0
16 16 A394T0
2 16 A394T0
2 16 A394T0
0 16 A394T0
2 16 A394T0
2 16 A394T0
0
T13 18.0000-12.00
00
Sleeve SS 19 A394T0
16 16 A394T0
2 16 A394T0
2 16 A394T0
0 16 A394T0
2 16 A394T0
2 16 A394T0
0
T14 12.0000-6.000
0
Sleeve SS 19 A394T0
16 16 A394T0
4 16 A394T0
2 16 A394T0
0 16 A394T0
2 16 A394T0
2 16 A394T0
0
T15 6.0000-0.0000
Sleeve SS 19 A394T0
16 16 A394T0
3 16 A394T0
2 16 A394T0
0 16 A394T0
2 16 A394T0
3 16 A394T0
0
RRIISSAATToowweerr Job
TORRE DE 65m CUADRADA PATA=12.900m V=130 KPH
Page
9 of 51
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SAN ANDRES - CONDICION NUEVA.
Date
14:48:00 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
Feed Line/Linear Appurtenances - Entered As Round Or Flat
Description Face
or
Leg
Allow
Shield
Component
Type
Placement
m
Total
Number
Number
Per Row
Clear
Spacing
mm
Width or
Diameter
mm
Perimeter
mm
Weight
kglm
1/2 (8 ANT TV E)
D No Ar (CfAe) 58.5000 - 0.0000 4 4 15 15 0.37
1/2 (8 ANT TV E)
D No Ar (CfAe) 57.5000 - 0.0000 4 4 15 15 0.37
1/2 (4 ANT TV E)
D No Ar (CfAe) 56.5000 - 0.0000 4 4 15 15 0.37
1/2 (2 ANT TV E)
D No Ar (CfAe) 41.5000 - 0.0000 2 2 15 15 0.37
1/2 (2 ANT TV E)
D No Ar (CfAe) 40.5000 - 0.0000 2 2 15 15 0.37
1/2 (1 ANT TV E)
D No Ar (CfAe) 39.5000 - 0.0000 1 1 15 15 0.37
7/8 (1 ANT MW E)
D No Ar (CfAe) 52.5000 - 0.0000 1 1 28 28 0.80
7/8 (1 ANT GRIP E)
D No Ar (CfAe) 38.5000 - 0.0000 1 1 28 28 0.80
7/8 (1 ANT MW E)
D No Ar (CfAe) 34.5000 - 0.0000 1 1 28 28 0.80
1 (2 AT15-250 N)
D No Ar (CfAe) 65.0000 - 0.0000 2 2 32 32 0.86
1 (2 AT15-250 N)
D No Ar (CfAe) 64.0000 - 0.0000 2 2 32 32 0.86
1 (1 AT15-250 N)
D No Ar (CfAe) 65.0000 - 0.0000 1 1 32 32 0.86
Feed Line/Linear Appurtenances Section Areas Tower
Section
Tower
Elevation
m
Face AR
m2
AF
m2
CAAA
In Face
m2
CAAA
Out Face
m2
Weight
kg
T1 65.0000-63.0000 A B C D
0.000 0.000 0.000 0.254
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
0.00 0.00 0.00 6.91
T2 63.0000-57.0000 A B C D
0.000 0.000 0.000 1.070
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
0.00 0.00 0.00 28.87
T3 57.0000-51.0000 A B C D
0.000 0.000 0.000 2.026
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
0.00 0.00 0.00 53.14
T4 51.0000-45.0000 A B C D
0.000 0.000 0.000 2.182
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
0.00 0.00 0.00 57.50
T5 45.0000-43.5000 A B C D
0.000 0.000 0.000 0.546
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
0.00 0.00 0.00 14.38
T6 43.5000-42.0000 A B C D
0.000 0.000 0.000 0.546
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
0.00 0.00 0.00 14.38
T7 42.0000-37.0000 A 0.000 0.000 0.000 0.000 0.00
RRIISSAATToowweerr Job
TORRE DE 65m CUADRADA PATA=12.900m V=130 KPH
Page
10 of 51
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SAN ANDRES - CONDICION NUEVA.
Date
14:48:00 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
Tower
Section
Tower
Elevation
m
Face AR
m2
AF
m2
CAAA
In Face
m2
CAAA
Out Face
m2
Weight
kg
B C D
0.000 0.000 2.133
0.000 0.000 0.000
0.000 0.000 0.000
0.000 0.000 0.000
0.00 0.00 56.01
T8 37.0000-32.0000 A B C D
0.000 0.000 0.000 2.398
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
0.00 0.00 0.00 63.25
T9 32.0000-30.0000 A B C D
0.000 0.000 0.000 0.988
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
0.00 0.00 0.00 26.10
T10 30.0000-27.0000 A B C D
0.000 0.000 0.000 1.481
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
0.00 0.00 0.00 39.15
T11 27.0000-23.0000 A B C D
0.000 0.000 0.000 1.975
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
0.00 0.00 0.00 52.20
T12 23.0000-18.0000 A B C D
0.000 0.000 0.000 2.469
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
0.00 0.00 0.00 65.26
T13 18.0000-12.0000 A B C D
0.000 0.000 0.000 2.963
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
0.00 0.00 0.00 78.31
T14 12.0000-6.0000 A B C D
0.000 0.000 0.000 2.963
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
0.00 0.00 0.00 78.31
T15 6.0000-0.0000 A B C D
0.000 0.000 0.000 2.963
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
0.00 0.00 0.00 78.31
Feed Line Center of Pressure
Section Elevation
m
CPX
mm
CPZ
mm
CPX
Ice
mm
CPZ
Ice
mm
T1 65.0000-63.0000 0 41 0 41 T2 63.0000-57.0000 0 56 0 56 T3 57.0000-51.0000 0 97 0 97 T4 51.0000-45.0000 0 99 0 99 T5 45.0000-43.5000 0 101 0 101 T6 43.5000-42.0000 0 125 0 125 T7 42.0000-37.0000 0 177 0 177 T8 37.0000-32.0000 0 178 0 178 T9 32.0000-30.0000 0 267 0 267
T10 30.0000-27.0000 0 355 0 355 T11 27.0000-23.0000 0 552 0 552 T12 23.0000-18.0000 0 689 0 689 T13 18.0000-12.0000 0 835 0 835 T14 12.0000-6.0000 0 917 0 917 T15 6.0000-0.0000 0 1024 0 1024
RRIISSAATToowweerr Job
TORRE DE 65m CUADRADA PATA=12.900m V=130 KPH
Page
11 of 51
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SAN ANDRES - CONDICION NUEVA.
Date
14:48:00 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
User Defined Loads
Description Elevation
m
Offset
From
Centroid
m
Azimuth
Angle
°
Weight
kg
Fx
kg
Fz
kg
Wind Force
kg
CAAC
m2
CxMANTENIMIENTO 99.0000 0.0000 0.0000 No Ice Service
320.00 320.00
0.00 0.00
0.00 0.00
0.00
0.00
0.0000 0.0000
Discrete Tower Loads
Description Face
or
Leg
Offset
Type
Offsets:
Horz
Lateral
Vert
m
m
m
Azimuth
Adjustment
°
Placement
m
CAAA
Front
m2
CAAA
Side
m2
Weight
kg
ANT OMNI L=3m (E)
B From Leg 0.4000 0.0000 0.0000
0.0000 63.5000 No Ice 0.1500 0.1500 85.00
2 ANT TV 0.30x1.20m (E)
A From Face 0.6000 0.0000 0.0000
0.0000 58.5000 No Ice 0.3000 0.0800 24.00
2 ANT TV 0.30x1.20m (E)
B From Face 0.0000 0.0000 0.0000
0.0000 58.5000 No Ice 0.3000 0.0800 24.00
2 ANT TV 0.30x1.20m (E)
C From Face 0.6000 0.0000 0.0000
0.0000 58.5000 No Ice 0.3000 0.0800 24.00
2 ANT TV 0.30x1.20m (E)
D From Face 0.0000 0.0000 0.0000
0.0000 58.5000 No Ice 0.3000 0.0800 24.00
2 ANT TV 0.30x1.20m (E)
A From Face 0.6000 0.0000 0.0000
0.0000 57.5000 No Ice 0.3000 0.0800 24.00
2 ANT TV 0.30x1.20m (E)
B From Face 0.0000 0.0000 0.0000
0.0000 57.5000 No Ice 0.3000 0.0800 24.00
2 ANT TV 0.30x1.20m (E)
C From Face 0.6000 0.0000 0.0000
0.0000 57.5000 No Ice 0.3000 0.0800 24.00
2 ANT TV 0.30x1.20m (E)
D From Face 0.0000 0.0000 0.0000
0.0000 57.5000 No Ice 0.3000 0.0800 24.00
1 ANT TV 0.30x1.20m (E)
A From Face 0.6000 0.0000 0.0000
0.0000 56.5000 No Ice 0.1500 0.0400 12.00
1 ANT TV 0.30x1.20m (E)
B From Face 0.0000 0.0000 0.0000
0.0000 56.5000 No Ice 0.1500 0.0400 12.00
1 ANT TV 0.30x1.20m (E)
C From Face 0.6000 0.0000 0.0000
0.0000 56.5000 No Ice 0.1500 0.0400 12.00
1 ANT TV 0.30x1.20m (E)
D From Face 0.0000 0.0000
0.0000 56.5000 No Ice 0.1500 0.0400 12.00
RRIISSAATToowweerr Job
TORRE DE 65m CUADRADA PATA=12.900m V=130 KPH
Page
12 of 51
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SAN ANDRES - CONDICION NUEVA.
Date
14:48:00 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
Description Face
or
Leg
Offset
Type
Offsets:
Horz
Lateral
Vert
m
m
m
Azimuth
Adjustment
°
Placement
m
CAAA
Front
m2
CAAA
Side
m2
Weight
kg
0.0000 2 ANT TV 0.30x1.20m
(E) B From Leg 0.6000
0.0000 0.0000
0.0000 41.5000 No Ice 0.3000 0.0800 24.00
2 ANT TV 0.30x1.20m (E)
B From Leg 0.6000 0.0000 0.0000
0.0000 40.5000 No Ice 0.3000 0.0800 24.00
1 ANT TV 0.30x1.20m (E)
B From Leg 0.6000 0.0000 0.0000
0.0000 39.5000 No Ice 0.1500 0.0400 12.00
AT15-250 (N)
C From Leg 0.6000 0.0000 0.0000
0.0000 65.0000 No Ice 0.4750 0.2600 10.00
AT15-250 (N)
C From Leg 0.6000 0.0000 0.0000
0.0000 64.0000 No Ice 0.4750 0.2600 10.00
AT15-250 (N)
D From Leg 0.6000 0.0000 0.0000
0.0000 65.0000 No Ice 0.4750 0.2600 10.00
AT15-250 (N)
D From Leg 0.6000 0.0000 0.0000
0.0000 64.0000 No Ice 0.4750 0.2600 10.00
AT15-250 (N)
B From Leg 0.4000 0.0000 0.0000
0.0000 65.0000 No Ice 0.4750 0.2600 10.00
Dishes
Description Face
or
Leg
Dish
Type
Offset
Type
Offsets:
Horz
Lateral
Vert
m
Azimuth
Adjustment
°
3 dB
Beam
Width
°
Elevation
m
Outside
Diameter
m
Aperture
Area
m2
Weight
kg
HP8-102 (1 ANT MW Ø2.40m
E)
A Paraboloid w/Shroud (HP)
From Leg
0.4000 0.0000 0.0000
Worst 52.5000 2.4384 No Ice 4.6693 113.85
KP8F-13 (1 ANT GRIP
Ø2.40m E)
A Grid From Leg
0.4000 0.0000 0.0000
Worst 38.5000 2.4384 No Ice 3.7356 127.91
HP8-102 (1 ANT MW Ø2.40m
E)
A Paraboloid w/Shroud (HP)
From Leg
0.4000 0.0000 0.0000
Worst 34.5000 2.4384 No Ice 4.6693 113.85
RRIISSAATToowweerr Job
TORRE DE 65m CUADRADA PATA=12.900m V=130 KPH
Page
13 of 51
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SAN ANDRES - CONDICION NUEVA.
Date
14:48:00 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
Tower Pressures - No Ice
GH = 1.110
Section
Elevation
m
z
m
KZ
qz
kPa
AG
m2
F
a
c
e
AF
m2
AR
m2
Aleg
m2
Leg
%
CAAA
In
Face
m2
CAAA
Out
Face
m2
T1 65.0000-63.00
00
64.0000 1.697 1.36 2.115 A B C D
0.734 0.734 0.734 0.734
0.000 0.000 0.000 0.254
0.406 55.34 55.34 55.34 41.12
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
T2 63.0000-57.00
00
60.0000 1.666 1.33 6.345 A B C D
2.178 2.178 2.178 2.178
0.000 0.000 0.000 1.070
1.219 55.98 55.98 55.98 37.53
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
T3 57.0000-51.00
00
54.0000 1.616 1.29 6.359 A B C D
2.178 2.178 2.178 2.178
0.000 0.000 0.000 2.026
1.219 55.98 55.98 55.98 29.00
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
T4 51.0000-45.00
00
48.0000 1.563 1.25 6.359 A B C D
2.279 2.279 2.279 2.279
0.000 0.000 0.000 2.182
1.219 53.51 53.51 53.51 27.33
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
T5 45.0000-43.50
00
44.2500 1.527 1.22 1.928 A B C D
0.706 0.706 0.706 0.706
0.000 0.000 0.000 0.546
0.312 44.15 44.15 44.15 24.90
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
T6 43.5000-42.00
00
42.7500 1.512 1.21 2.603 A B C D
0.793 0.793 0.793 0.793
0.000 0.000 0.000 0.546
0.312 39.29 39.29 39.29 23.28
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
T7 42.0000-37.00
00
39.5000 1.478 1.18 9.799 A B C D
2.365 2.365 2.365 2.365
0.000 0.000 0.000 2.133
1.016 42.95 42.95 42.95 22.58
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
T8 37.0000-32.00
00
34.5000 1.422 1.14 9.862 A B C D
2.632 2.632 2.632 2.632
0.000 0.000 0.000 2.398
1.270 48.24 48.24 48.24 25.24
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
T9 32.0000-30.00
00
31.0000 1.379 1.10 4.455 A B C D
0.734 0.734 0.734 0.734
0.000 0.000 0.000 0.988
0.000 0.00 0.00 0.00 0.00
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
T10 30.0000-27.00
00
28.5000 1.347 1.08 8.183 A B C D
0.998 0.998 0.998 0.998
0.000 0.000 0.000 1.481
0.000 0.00 0.00 0.00 0.00
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
T11 27.0000-23.00
00
25.0000 1.297 1.04 13.711 A B C D
0.993 0.993 0.993 0.993
0.000 0.000 0.000 1.975
0.000 0.00 0.00 0.00 0.00
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
T12 23.0000-18.00
00
20.5000 1.226 0.98 21.638 A B C D
1.274 1.274 1.274 1.274
0.000 0.000 0.000 2.469
0.000 0.00 0.00 0.00 0.00
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
T13 18.0000-12.00
00
15.0000 1.121 0.90 32.566 A B C D
1.620 1.620 1.620 1.620
0.000 0.000 0.000 2.963
0.000 0.00 0.00 0.00 0.00
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
T14 12.0000-6.000
9.0000 1 0.80 46.694 A B
2.358 2.358
0.000 0.000
0.000 0.00 0.00
0.000 0.000
0.000 0.000
RRIISSAATToowweerr Job
TORRE DE 65m CUADRADA PATA=12.900m V=130 KPH
Page
14 of 51
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SAN ANDRES - CONDICION NUEVA.
Date
14:48:00 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
Section
Elevation
m
z
m
KZ
qz
kPa
AG
m2
F
a
c
e
AF
m2
AR
m2
Aleg
m2
Leg
%
CAAA
In
Face
m2
CAAA
Out
Face
m2
0 C D
2.358 2.358
0.000 2.963
0.00 0.00
0.000 0.000
0.000 0.000
T15 6.0000-0.0000
3.0000 1 0.80 67.694 A B C D
3.300 3.300 3.300 3.300
0.000 0.000 0.000 2.963
0.000 0.00 0.00 0.00 0.00
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
Tower Pressure - Service
GH = 1.110
Section
Elevation
m
z
m
KZ
qz
kPa
AG
m2
F
a
c
e
AF
m2
AR
m2
Aleg
m2
Leg
%
CAAA
In
Face
m2
CAAA
Out
Face
m2
T1 65.0000-63.00
00
64.0000 1.697 0.34 2.115 A B C D
0.734 0.734 0.734 0.734
0.000 0.000 0.000 0.254
0.406 55.34 55.34 55.34 41.12
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
T2 63.0000-57.00
00
60.0000 1.666 0.33 6.345 A B C D
2.178 2.178 2.178 2.178
0.000 0.000 0.000 1.070
1.219 55.98 55.98 55.98 37.53
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
T3 57.0000-51.00
00
54.0000 1.616 0.32 6.359 A B C D
2.178 2.178 2.178 2.178
0.000 0.000 0.000 2.026
1.219 55.98 55.98 55.98 29.00
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
T4 51.0000-45.00
00
48.0000 1.563 0.31 6.359 A B C D
2.279 2.279 2.279 2.279
0.000 0.000 0.000 2.182
1.219 53.51 53.51 53.51 27.33
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
T5 45.0000-43.50
00
44.2500 1.527 0.31 1.928 A B C D
0.706 0.706 0.706 0.706
0.000 0.000 0.000 0.546
0.312 44.15 44.15 44.15 24.90
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
T6 43.5000-42.00
00
42.7500 1.512 0.30 2.603 A B C D
0.793 0.793 0.793 0.793
0.000 0.000 0.000 0.546
0.312 39.29 39.29 39.29 23.28
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
T7 42.0000-37.00
00
39.5000 1.478 0.30 9.799 A B C D
2.365 2.365 2.365 2.365
0.000 0.000 0.000 2.133
1.016 42.95 42.95 42.95 22.58
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
T8 37.0000-32.00
00
34.5000 1.422 0.28 9.862 A B C D
2.632 2.632 2.632 2.632
0.000 0.000 0.000 2.398
1.270 48.24 48.24 48.24 25.24
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
T9 32.0000-30.00
00
31.0000 1.379 0.28 4.455 A B C D
0.734 0.734 0.734 0.734
0.000 0.000 0.000 0.988
0.000 0.00 0.00 0.00 0.00
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
T10 30.0000-27.00
00
28.5000 1.347 0.27 8.183 A B C D
0.998 0.998 0.998 0.998
0.000 0.000 0.000 1.481
0.000 0.00 0.00 0.00 0.00
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
T11 25.0000 1.297 0.26 13.711 A 0.993 0.000 0.000 0.00 0.000 0.000
RRIISSAATToowweerr Job
TORRE DE 65m CUADRADA PATA=12.900m V=130 KPH
Page
15 of 51
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SAN ANDRES - CONDICION NUEVA.
Date
14:48:00 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
Section
Elevation
m
z
m
KZ
qz
kPa
AG
m2
F
a
c
e
AF
m2
AR
m2
Aleg
m2
Leg
%
CAAA
In
Face
m2
CAAA
Out
Face
m2
27.0000-23.0000
B C D
0.993 0.993 0.993
0.000 0.000 1.975
0.00 0.00 0.00
0.000 0.000 0.000
0.000 0.000 0.000
T12 23.0000-18.00
00
20.5000 1.226 0.25 21.638 A B C D
1.274 1.274 1.274 1.274
0.000 0.000 0.000 2.469
0.000 0.00 0.00 0.00 0.00
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
T13 18.0000-12.00
00
15.0000 1.121 0.22 32.566 A B C D
1.620 1.620 1.620 1.620
0.000 0.000 0.000 2.963
0.000 0.00 0.00 0.00 0.00
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
T14 12.0000-6.000
0
9.0000 1 0.20 46.694 A B C D
2.358 2.358 2.358 2.358
0.000 0.000 0.000 2.963
0.000 0.00 0.00 0.00 0.00
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
T15 6.0000-0.0000
3.0000 1 0.20 67.694 A B C D
3.300 3.300 3.300 3.300
0.000 0.000 0.000 2.963
0.000 0.00 0.00 0.00 0.00
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
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 65.0000-63.00
00
6.91 298.35 A B C D
0.347 0.347 0.347 0.467
2.434 2.434 2.434 2.116
0.631 0.631 0.631 0.681
1 1 1 1
1 1 1 1
0.734 0.734 0.734 0.907
294.87 147.44 D
T2 63.0000-57.00
00
28.87 883.69 A B C D
0.343 0.343 0.343 0.512
2.446 2.446 2.446 2.028
0.63 0.63 0.63
0.704
1 1 1 1
1 1 1 1
2.178 2.178 2.178 2.931
895.98 149.33 D
T3 57.0000-51.00
00
53.14 1045.94 A B C D
0.342 0.342 0.342 0.661
2.449 2.449 2.449 1.848
0.63 0.63 0.63
0.793
1 1 1 1
1 1 1 1
2.178 2.178 2.178 3.784
1022.78 170.46 D
T4 51.0000-45.00
00
57.50 1089.51 A B C D
0.358 0.358 0.358 0.702
2.399 2.399 2.399
1.83
0.635 0.635 0.635 0.821
1 1 1 1
1 1 1 1
2.279 2.279 2.279 4.070
1053.20 175.53 D
T5 45.0000-43.50
00
14.38 543.33 A B C D
0.366 0.366 0.366 0.649
2.377 2.377 2.377 1.856
0.638 0.638 0.638 0.785
1 1 1 1
1 1 1 1
0.706 0.706 0.706 1.134
290.76 193.84 D
T6 43.5000-42.00
00
14.38 622.60 A B C D
0.305 0.305 0.305 0.514
2.574 2.574 2.574 2.024
0.617 0.617 0.617 0.705
1 1 1 1
1 1 1 1
0.793 0.793 0.793 1.178
326.08 217.39 D
T7 42.0000-37.00
00
56.01 1256.62 A B C D
0.241 0.241 0.241 0.459
2.809 2.809 2.809 2.134
0.6 0.6 0.6
0.677
1 1 1 1
1 1 1 1
2.365 2.365 2.365 3.811
1088.06 217.61 D
T8 37.0000-32.00
00
63.25 1408.53 A B C
0.267 0.267 0.267
2.71 2.71 2.71
0.606 0.606 0.606
1 1 1
1 1 1
2.632 2.632 2.632
1128.70 225.74 D
RRIISSAATToowweerr Job
TORRE DE 65m CUADRADA PATA=12.900m V=130 KPH
Page
16 of 51
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SAN ANDRES - CONDICION NUEVA.
Date
14:48:00 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
Section
Elevation
m
Add
Weight
kg
Self
Weight
kg
F
a
c
e
e CF
RR DF
DR
AE
m2
F
kg
w
kglm
Ctrl.
Face
D 0.51 2.031 0.703 1 1 4.318 T9
32.0000-30.0000
26.10 994.41 A B C D
0.165 0.165 0.165 0.387
3.136 3.136 3.136 2.317
0.584 0.584 0.584 0.646
1 1 1 1
1 1 1 1
0.734 0.734 0.734 1.373
397.01 198.50 D
T10 30.0000-27.00
00
39.15 1427.04 A B C D
0.122 0.122 0.122 0.303
3.34 3.34 3.34
2.579
0.578 0.578 0.578 0.617
1 1 1 1
1 1 1 1
0.998 0.998 0.998 1.912
601.06 200.35 D
T11 27.0000-23.00
00
52.20 1658.13 A B C D
0.072 0.072 0.072 0.217
3.593 3.593 3.593
2.91
0.573 0.573 0.573 0.594
1 1 1 1
1 1 1 1
0.993 0.993 0.993 2.166
740.05 185.01 D
T12 23.0000-18.00
00
65.26 2088.01 A B C D
0.059 0.059 0.059 0.173
3.667 3.667 3.667 3.099
0.572 0.572 0.572 0.585
1 1 1 1
1 1 1 1
1.274 1.274 1.274 2.718
934.45 186.89 D
T13 18.0000-12.00
00
78.31 2542.12 A B C D
0.05 0.05 0.05
0.141
3.716 3.716 3.716 3.249
0.571 0.571 0.571
0.58
1 1 1 1
1 1 1 1
1.620 1.620 1.620 3.339
1100.33 183.39 D
T14 12.0000-6.000
0
78.31 3422.28 A B C D
0.05 0.05 0.05
0.114
3.712 3.712 3.712
3.38
0.571 0.571 0.571 0.577
1 1 1 1
1 1 1 1
2.358 2.358 2.358 4.066
1243.64 207.27 D
T15 6.0000-0.0000
78.31 3988.36 A B C D
0.049 0.049 0.049 0.093
3.722 3.722 3.722 3.488
0.571 0.571 0.571 0.574
1 1 1 1
1 1 1 1
3.300 3.300 3.300 5.001
1578.90 263.15 D
Sum Weight: 712.06 23268.93 OTM 386668 kg-m
12695.87
Tower Forces - No Ice - Wind 45 To Face
Section
Elevation
m
Add
Weight
kg
Self
Weight
kg
F
a
c
e
e CF
RR DF
DR
AE
m2
F
kg
w
kglm
Ctrl.
Face
T1 65.0000-63.00
00
6.91 298.35 A B C D
0.347 0.347 0.347 0.467
2.434 2.434 2.434 2.116
0.631 0.631 0.631 0.681
1.2 1.2 1.2 1.2
1.2 1.2 1.2 1.2
0.881 0.881 0.881 1.089
353.85 176.92 D
T2 63.0000-57.00
00
28.87 883.69 A B C D
0.343 0.343 0.343 0.512
2.446 2.446 2.446 2.028
0.63 0.63 0.63
0.704
1.2 1.2 1.2 1.2
1.2 1.2 1.2 1.2
2.613 2.613 2.613 3.517
1075.17 179.20 D
T3 57.0000-51.00
00
53.14 1045.94 A B C D
0.342 0.342 0.342 0.661
2.449 2.449 2.449 1.848
0.63 0.63 0.63
0.793
1.2 1.2 1.2 1.2
1.2 1.2 1.2 1.2
2.613 2.613 2.613 4.541
1227.33 204.56 D
T4 51.0000-45.00
00
57.50 1089.51 A B C D
0.358 0.358 0.358 0.702
2.399 2.399 2.399
1.83
0.635 0.635 0.635 0.821
1.2 1.2 1.2 1.2
1.2 1.2 1.2 1.2
2.734 2.734 2.734 4.884
1263.84 210.64 D
T5 45.0000-43.50
14.38 543.33 A B
0.366 0.366
2.377 2.377
0.638 0.638
1.2 1.2
1.2 1.2
0.847 0.847
348.91 232.60 D
RRIISSAATToowweerr Job
TORRE DE 65m CUADRADA PATA=12.900m V=130 KPH
Page
17 of 51
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SAN ANDRES - CONDICION NUEVA.
Date
14:48:00 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
Section
Elevation
m
Add
Weight
kg
Self
Weight
kg
F
a
c
e
e CF
RR DF
DR
AE
m2
F
kg
w
kglm
Ctrl.
Face
00 C D
0.366 0.649
2.377 1.856
0.638 0.785
1.2 1.2
1.2 1.2
0.847 1.361
T6 43.5000-42.00
00
14.38 622.60 A B C D
0.305 0.305 0.305 0.514
2.574 2.574 2.574 2.024
0.617 0.617 0.617 0.705
1.2 1.2 1.2 1.2
1.2 1.2 1.2 1.2
0.952 0.952 0.952 1.413
391.30 260.86 D
T7 42.0000-37.00
00
56.01 1256.62 A B C D
0.241 0.241 0.241 0.459
2.809 2.809 2.809 2.134
0.6 0.6 0.6
0.677
1.181 1.181 1.181
1.2
1.181 1.181 1.181
1.2
2.794 2.794 2.794 4.573
1305.67 261.13 D
T8 37.0000-32.00
00
63.25 1408.53 A B C D
0.267 0.267 0.267
0.51
2.71 2.71 2.71
2.031
0.606 0.606 0.606 0.703
1.2 1.2 1.2 1.2
1.2 1.2 1.2 1.2
3.159 3.159 3.159 5.181
1354.44 270.89 D
T9 32.0000-30.00
00
26.10 994.41 A B C D
0.165 0.165 0.165 0.387
3.136 3.136 3.136 2.317
0.584 0.584 0.584 0.646
1.124 1.124 1.124
1.2
1.124 1.124 1.124
1.2
0.825 0.825 0.825 1.647
476.41 238.21 D
T10 30.0000-27.00
00
39.15 1427.04 A B C D
0.122 0.122 0.122 0.303
3.34 3.34 3.34
2.579
0.578 0.578 0.578 0.617
1.092 1.092 1.092
1.2
1.092 1.092 1.092
1.2
1.090 1.090 1.090 2.295
721.27 240.42 D
T11 27.0000-23.00
00
52.20 1658.13 A B C D
0.072 0.072 0.072 0.217
3.593 3.593 3.593
2.91
0.573 0.573 0.573 0.594
1.054 1.054 1.054 1.162
1.054 1.054 1.054 1.162
1.047 1.047 1.047 2.518
860.23 215.06 D
T12 23.0000-18.00
00
65.26 2088.01 A B C D
0.059 0.059 0.059 0.173
3.667 3.667 3.667 3.099
0.572 0.572 0.572 0.585
1.044 1.044 1.044
1.13
1.044 1.044 1.044
1.13
1.330 1.330 1.330 3.071
1055.67 211.13 D
T13 18.0000-12.00
00
78.31 2542.12 A B C D
0.05 0.05 0.05
0.141
3.716 3.716 3.716 3.249
0.571 0.571 0.571
0.58
1.037 1.037 1.037 1.106
1.037 1.037 1.037 1.106
1.680 1.680 1.680 3.691
1216.46 202.74 D
T14 12.0000-6.000
0
78.31 3422.28 A B C D
0.05 0.05 0.05
0.114
3.712 3.712 3.712
3.38
0.571 0.571 0.571 0.577
1.038 1.038 1.038 1.085
1.038 1.038 1.038 1.085
2.447 2.447 2.447 4.414
1349.92 224.99 D
T15 6.0000-0.0000
78.31 3988.36 A B C D
0.049 0.049 0.049 0.093
3.722 3.722 3.722 3.488
0.571 0.571 0.571 0.574
1.037 1.037 1.037 1.069
1.037 1.037 1.037 1.069
3.420 3.420 3.420 5.348
1688.45 281.41 D
Sum Weight: 712.06 23268.93 OTM 458500 kg-m
14688.91
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 65.0000-63.00
00
6.91 298.35 A B C D
0.347 0.347 0.347 0.467
2.434 2.434 2.434 2.116
0.631 0.631 0.631 0.681
1 1 1 1
1 1 1 1
0.734 0.734 0.734 0.907
73.72 36.86 D
T2 28.87 883.69 A 0.343 2.446 0.63 1 1 2.178 223.99 37.33 D
RRIISSAATToowweerr Job
TORRE DE 65m CUADRADA PATA=12.900m V=130 KPH
Page
18 of 51
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SAN ANDRES - CONDICION NUEVA.
Date
14:48:00 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
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
63.0000-57.0000
B C D
0.343 0.343 0.512
2.446 2.446 2.028
0.63 0.63
0.704
1 1 1
1 1 1
2.178 2.178 2.931
T3 57.0000-51.00
00
53.14 1045.94 A B C D
0.342 0.342 0.342 0.661
2.449 2.449 2.449 1.848
0.63 0.63 0.63
0.793
1 1 1 1
1 1 1 1
2.178 2.178 2.178 3.784
255.69 42.62 D
T4 51.0000-45.00
00
57.50 1089.51 A B C D
0.358 0.358 0.358 0.702
2.399 2.399 2.399
1.83
0.635 0.635 0.635 0.821
1 1 1 1
1 1 1 1
2.279 2.279 2.279 4.070
263.30 43.88 D
T5 45.0000-43.50
00
14.38 543.33 A B C D
0.366 0.366 0.366 0.649
2.377 2.377 2.377 1.856
0.638 0.638 0.638 0.785
1 1 1 1
1 1 1 1
0.706 0.706 0.706 1.134
72.69 48.46 D
T6 43.5000-42.00
00
14.38 622.60 A B C D
0.305 0.305 0.305 0.514
2.574 2.574 2.574 2.024
0.617 0.617 0.617 0.705
1 1 1 1
1 1 1 1
0.793 0.793 0.793 1.178
81.52 54.35 D
T7 42.0000-37.00
00
56.01 1256.62 A B C D
0.241 0.241 0.241 0.459
2.809 2.809 2.809 2.134
0.6 0.6 0.6
0.677
1 1 1 1
1 1 1 1
2.365 2.365 2.365 3.811
272.01 54.40 D
T8 37.0000-32.00
00
63.25 1408.53 A B C D
0.267 0.267 0.267
0.51
2.71 2.71 2.71
2.031
0.606 0.606 0.606 0.703
1 1 1 1
1 1 1 1
2.632 2.632 2.632 4.318
282.18 56.44 D
T9 32.0000-30.00
00
26.10 994.41 A B C D
0.165 0.165 0.165 0.387
3.136 3.136 3.136 2.317
0.584 0.584 0.584 0.646
1 1 1 1
1 1 1 1
0.734 0.734 0.734 1.373
99.25 49.63 D
T10 30.0000-27.00
00
39.15 1427.04 A B C D
0.122 0.122 0.122 0.303
3.34 3.34 3.34
2.579
0.578 0.578 0.578 0.617
1 1 1 1
1 1 1 1
0.998 0.998 0.998 1.912
150.26 50.09 D
T11 27.0000-23.00
00
52.20 1658.13 A B C D
0.072 0.072 0.072 0.217
3.593 3.593 3.593
2.91
0.573 0.573 0.573 0.594
1 1 1 1
1 1 1 1
0.993 0.993 0.993 2.166
185.01 46.25 D
T12 23.0000-18.00
00
65.26 2088.01 A B C D
0.059 0.059 0.059 0.173
3.667 3.667 3.667 3.099
0.572 0.572 0.572 0.585
1 1 1 1
1 1 1 1
1.274 1.274 1.274 2.718
233.61 46.72 D
T13 18.0000-12.00
00
78.31 2542.12 A B C D
0.05 0.05 0.05
0.141
3.716 3.716 3.716 3.249
0.571 0.571 0.571
0.58
1 1 1 1
1 1 1 1
1.620 1.620 1.620 3.339
275.08 45.85 D
T14 12.0000-6.000
0
78.31 3422.28 A B C D
0.05 0.05 0.05
0.114
3.712 3.712 3.712
3.38
0.571 0.571 0.571 0.577
1 1 1 1
1 1 1 1
2.358 2.358 2.358 4.066
310.91 51.82 D
T15 6.0000-0.0000
78.31 3988.36 A B C D
0.049 0.049 0.049 0.093
3.722 3.722 3.722 3.488
0.571 0.571 0.571 0.574
1 1 1 1
1 1 1 1
3.300 3.300 3.300 5.001
394.72 65.79 D
Sum Weight: 712.06 23268.93 OTM 96667 kg-m
3173.97
RRIISSAATToowweerr Job
TORRE DE 65m CUADRADA PATA=12.900m V=130 KPH
Page
19 of 51
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SAN ANDRES - CONDICION NUEVA.
Date
14:48:00 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
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 65.0000-63.00
00
6.91 298.35 A B C D
0.347 0.347 0.347 0.467
2.434 2.434 2.434 2.116
0.631 0.631 0.631 0.681
1.2 1.2 1.2 1.2
1.2 1.2 1.2 1.2
0.881 0.881 0.881 1.089
88.46 44.23 D
T2 63.0000-57.00
00
28.87 883.69 A B C D
0.343 0.343 0.343 0.512
2.446 2.446 2.446 2.028
0.63 0.63 0.63
0.704
1.2 1.2 1.2 1.2
1.2 1.2 1.2 1.2
2.613 2.613 2.613 3.517
268.79 44.80 D
T3 57.0000-51.00
00
53.14 1045.94 A B C D
0.342 0.342 0.342 0.661
2.449 2.449 2.449 1.848
0.63 0.63 0.63
0.793
1.2 1.2 1.2 1.2
1.2 1.2 1.2 1.2
2.613 2.613 2.613 4.541
306.83 51.14 D
T4 51.0000-45.00
00
57.50 1089.51 A B C D
0.358 0.358 0.358 0.702
2.399 2.399 2.399
1.83
0.635 0.635 0.635 0.821
1.2 1.2 1.2 1.2
1.2 1.2 1.2 1.2
2.734 2.734 2.734 4.884
315.96 52.66 D
T5 45.0000-43.50
00
14.38 543.33 A B C D
0.366 0.366 0.366 0.649
2.377 2.377 2.377 1.856
0.638 0.638 0.638 0.785
1.2 1.2 1.2 1.2
1.2 1.2 1.2 1.2
0.847 0.847 0.847 1.361
87.23 58.15 D
T6 43.5000-42.00
00
14.38 622.60 A B C D
0.305 0.305 0.305 0.514
2.574 2.574 2.574 2.024
0.617 0.617 0.617 0.705
1.2 1.2 1.2 1.2
1.2 1.2 1.2 1.2
0.952 0.952 0.952 1.413
97.82 65.22 D
T7 42.0000-37.00
00
56.01 1256.62 A B C D
0.241 0.241 0.241 0.459
2.809 2.809 2.809 2.134
0.6 0.6 0.6
0.677
1.181 1.181 1.181
1.2
1.181 1.181 1.181
1.2
2.794 2.794 2.794 4.573
326.42 65.28 D
T8 37.0000-32.00
00
63.25 1408.53 A B C D
0.267 0.267 0.267
0.51
2.71 2.71 2.71
2.031
0.606 0.606 0.606 0.703
1.2 1.2 1.2 1.2
1.2 1.2 1.2 1.2
3.159 3.159 3.159 5.181
338.61 67.72 D
T9 32.0000-30.00
00
26.10 994.41 A B C D
0.165 0.165 0.165 0.387
3.136 3.136 3.136 2.317
0.584 0.584 0.584 0.646
1.124 1.124 1.124
1.2
1.124 1.124 1.124
1.2
0.825 0.825 0.825 1.647
119.10 59.55 D
T10 30.0000-27.00
00
39.15 1427.04 A B C D
0.122 0.122 0.122 0.303
3.34 3.34 3.34
2.579
0.578 0.578 0.578 0.617
1.092 1.092 1.092
1.2
1.092 1.092 1.092
1.2
1.090 1.090 1.090 2.295
180.32 60.11 D
T11 27.0000-23.00
00
52.20 1658.13 A B C D
0.072 0.072 0.072 0.217
3.593 3.593 3.593
2.91
0.573 0.573 0.573 0.594
1.054 1.054 1.054 1.162
1.054 1.054 1.054 1.162
1.047 1.047 1.047 2.518
215.06 53.76 D
T12 23.0000-18.00
00
65.26 2088.01 A B C D
0.059 0.059 0.059 0.173
3.667 3.667 3.667 3.099
0.572 0.572 0.572 0.585
1.044 1.044 1.044
1.13
1.044 1.044 1.044
1.13
1.330 1.330 1.330 3.071
263.92 52.78 D
T13 18.0000-12.00
00
78.31 2542.12 A B C D
0.05 0.05 0.05
0.141
3.716 3.716 3.716 3.249
0.571 0.571 0.571
0.58
1.037 1.037 1.037 1.106
1.037 1.037 1.037 1.106
1.680 1.680 1.680 3.691
304.12 50.69 D
T14 12.0000-6.000
0
78.31 3422.28 A B C
0.05 0.05 0.05
3.712 3.712 3.712
0.571 0.571 0.571
1.038 1.038 1.038
1.038 1.038 1.038
2.447 2.447 2.447
337.48 56.25 D
RRIISSAATToowweerr Job
TORRE DE 65m CUADRADA PATA=12.900m V=130 KPH
Page
20 of 51
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SAN ANDRES - CONDICION NUEVA.
Date
14:48:00 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
Section
Elevation
m
Add
Weight
kg
Self
Weight
kg
F
a
c
e
e CF
RR DF
DR
AE
m2
F
kg
w
kglm
Ctrl.
Face
D 0.114 3.38 0.577 1.085 1.085 4.414 T15
6.0000-0.0000 78.31 3988.36 A
B C D
0.049 0.049 0.049 0.093
3.722 3.722 3.722 3.488
0.571 0.571 0.571 0.574
1.037 1.037 1.037 1.069
1.037 1.037 1.037 1.069
3.420 3.420 3.420 5.348
422.11 70.35 D
Sum Weight: 712.06 23268.93 OTM 114625 kg-m
3672.23
Mast Vectors - No Ice
Section
No. Section
Elevation
m
Wind
Azimuth
°
Directionality F
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m T1 65.0000-63.0000 0 Wind Normal 294.87 0.00 -294.87 -18868 0 0
45 Wind 90 353.85 250.21 -250.21 -16010 -16013 10 90 Wind Normal 294.87 294.87 0.00 4 -18872 12
T2 63.0000-57.0000 0 Wind Normal 895.98 0.00 -895.98 -53744 0 0 45 Wind 90 1075.17 760.26 -760.26 -45601 -45616 43 90 Wind Normal 895.98 895.98 0.00 15 -53759 50
T3 57.0000-51.0000 0 Wind Normal 1022.78 0.00 -1022.78 -55203 0 0 45 Wind 90 1227.33 867.86 -867.86 -46837 -46864 84 90 Wind Normal 1022.78 1022.78 0.00 27 -55230 99
T4 51.0000-45.0000 0 Wind Normal 1053.20 0.00 -1053.20 -50524 0 0 45 Wind 90 1263.84 893.67 -893.67 -42867 -42896 88 90 Wind Normal 1053.20 1053.20 0.00 29 -50554 104
T5 45.0000-43.5000 0 Wind Normal 290.76 0.00 -290.76 -12857 0 0 45 Wind 90 348.91 246.71 -246.71 -10908 -10917 25 90 Wind Normal 290.76 290.76 0.00 9 -12866 29
T6 43.5000-42.0000 0 Wind Normal 326.08 0.00 -326.08 -13928 0 0 45 Wind 90 391.30 276.69 -276.69 -11816 -11828 34 90 Wind Normal 326.08 326.08 0.00 12 -13940 41
T7 42.0000-37.0000 0 Wind Normal 1088.06 0.00 -1088.06 -42924 0 0 45 Wind 90 1305.67 923.25 -923.25 -36414 -36468 163 90 Wind Normal 1088.06 1088.06 0.00 54 -42978 192
T8 37.0000-32.0000 0 Wind Normal 1128.70 0.00 -1128.70 -38879 0 0 45 Wind 90 1354.44 957.73 -957.73 -32981 -33042 171 90 Wind Normal 1128.70 1128.70 0.00 61 -38940 201
T9 32.0000-30.0000 0 Wind Normal 397.01 0.00 -397.01 -12280 0 0 45 Wind 90 476.41 336.87 -336.87 -10415 -10443 90 90 Wind Normal 397.01 397.01 0.00 28 -12307 106
T10 30.0000-27.0000 0 Wind Normal 601.06 0.00 -601.06 -17079 0 0 45 Wind 90 721.27 510.02 -510.02 -14484 -14535 181 90 Wind Normal 601.06 601.06 0.00 51 -17130 213
T11 27.0000-23.0000 0 Wind Normal 740.05 0.00 -740.05 -18415 0 0 45 Wind 90 860.23 608.27 -608.27 -15120 -15207 335 90 Wind Normal 740.05 740.05 0.00 87 -18501 408
T12 23.0000-18.0000 0 Wind Normal 934.45 0.00 -934.45 -19018 0 0 45 Wind 90 1055.67 746.47 -746.47 -15165 -15303 514 90 Wind Normal 934.45 934.45 0.00 138 -19156 644
T13 18.0000-12.0000 0 Wind Normal 1100.33 0.00 -1100.33 -16297 0 0 45 Wind 90 1216.46 860.17 -860.17 -12694 -12903 718 90 Wind Normal 1100.33 1100.33 0.00 208 -16505 919
T14 12.0000-6.0000 0 Wind Normal 1243.64 0.00 -1243.64 -10892 0 0 45 Wind 90 1349.92 954.54 -954.54 -8290 -8591 875 90 Wind Normal 1243.64 1243.64 0.00 300 -11193 1140
T15 6.0000-0.0000 0 Wind Normal 1578.90 0.00 -1578.90 -4299 0 0
RRIISSAATToowweerr Job
TORRE DE 65m CUADRADA PATA=12.900m V=130 KPH
Page
21 of 51
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SAN ANDRES - CONDICION NUEVA.
Date
14:48:00 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
Section
No. Section
Elevation
m
Wind
Azimuth
°
Directionality F
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 45 Wind 90 1688.45 1193.91 -1193.91 -3144 -3582 1223 90 Wind Normal 1578.90 1578.90 0.00 437 -4737 1617
Mast Totals - No Ice
Wind
Azimuth
°
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 0.00 -12695.87 -385207 0 0
45 10386.63 -10386.63 -322747 -324208 4556 90 12695.87 0.00 1461 -386668 5777
Mast Vectors - Service
Section
No. Section
Elevation
m
Wind
Azimuth
°
Directionality F
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m T1 65.0000-63.0000 0 Wind Normal 73.72 0.00 -73.72 -4714 0 0
45 Wind 90 88.46 62.55 -62.55 -4000 -4003 3 90 Wind Normal 73.72 73.72 0.00 4 -4718 3
T2 63.0000-57.0000 0 Wind Normal 223.99 0.00 -223.99 -13425 0 0 45 Wind 90 268.79 190.07 -190.07 -11389 -11404 11 90 Wind Normal 223.99 223.99 0.00 15 -13440 13
T3 57.0000-51.0000 0 Wind Normal 255.69 0.00 -255.69 -13780 0 0 45 Wind 90 306.83 216.96 -216.96 -11689 -11716 21 90 Wind Normal 255.69 255.69 0.00 27 -13808 25
T4 51.0000-45.0000 0 Wind Normal 263.30 0.00 -263.30 -12609 0 0 45 Wind 90 315.96 223.42 -223.42 -10695 -10724 22 90 Wind Normal 263.30 263.30 0.00 29 -12638 26
T5 45.0000-43.5000 0 Wind Normal 72.69 0.00 -72.69 -3208 0 0 45 Wind 90 87.23 61.68 -61.68 -2720 -2729 6 90 Wind Normal 72.69 72.69 0.00 9 -3216 7
T6 43.5000-42.0000 0 Wind Normal 81.52 0.00 -81.52 -3473 0 0 45 Wind 90 97.82 69.17 -69.17 -2945 -2957 9 90 Wind Normal 81.52 81.52 0.00 12 -3485 10
T7 42.0000-37.0000 0 Wind Normal 272.01 0.00 -272.01 -10691 0 0 45 Wind 90 326.42 230.81 -230.81 -9063 -9117 41 90 Wind Normal 272.01 272.01 0.00 54 -10745 48
T8 37.0000-32.0000 0 Wind Normal 282.18 0.00 -282.18 -9674 0 0 45 Wind 90 338.61 239.43 -239.43 -8200 -8260 43 90 Wind Normal 282.18 282.18 0.00 61 -9735 50
T9 32.0000-30.0000 0 Wind Normal 99.25 0.00 -99.25 -3049 0 0 45 Wind 90 119.10 84.22 -84.22 -2583 -2611 22 90 Wind Normal 99.25 99.25 0.00 28 -3077 26
T10 30.0000-27.0000 0 Wind Normal 150.26 0.00 -150.26 -4231 0 0 45 Wind 90 180.32 127.50 -127.50 -3583 -3634 45 90 Wind Normal 150.26 150.26 0.00 51 -4283 53
T11 27.0000-23.0000 0 Wind Normal 185.01 0.00 -185.01 -4539 0 0 45 Wind 90 215.06 152.07 -152.07 -3715 -3802 84 90 Wind Normal 185.01 185.01 0.00 87 -4625 102
T12 23.0000-18.0000 0 Wind Normal 233.61 0.00 -233.61 -4651 0 0 45 Wind 90 263.92 186.62 -186.62 -3688 -3826 129
RRIISSAATToowweerr Job
TORRE DE 65m CUADRADA PATA=12.900m V=130 KPH
Page
22 of 51
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SAN ANDRES - CONDICION NUEVA.
Date
14:48:00 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
Section
No. Section
Elevation
m
Wind
Azimuth
°
Directionality F
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 90 Wind Normal 233.61 233.61 0.00 138 -4789 161
T13 18.0000-12.0000 0 Wind Normal 275.08 0.00 -275.08 -3918 0 0 45 Wind 90 304.12 215.04 -215.04 -3017 -3226 180 90 Wind Normal 275.08 275.08 0.00 208 -4126 230
T14 12.0000-6.0000 0 Wind Normal 310.91 0.00 -310.91 -2498 0 0 45 Wind 90 337.48 238.63 -238.63 -1847 -2148 219 90 Wind Normal 310.91 310.91 0.00 300 -2798 285
T15 6.0000-0.0000 0 Wind Normal 394.72 0.00 -394.72 -747 0 0 45 Wind 90 422.11 298.48 -298.48 -458 -895 306 90 Wind Normal 394.72 394.72 0.00 437 -1184 404
Mast Totals - Service
Wind
Azimuth
°
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 0.00 -3173.97 -95206 0 0
45 2596.66 -2596.66 -79591 -81052 1139 90 3173.97 0.00 1461 -96667 1444
Discrete Appurtenance Pressures - No Ice GH = 1.110
Description Aiming
Azimuth
°
Weight
kg
Offsetx
m
Offsetz
m
z
m
Kz qz
kPa
CAAC
Front m
2
CAAC
Side m
2 ANT OMNI L=3m 45.0000 85.00 0.7828 -0.7828 63.5000 1.693 1.35 0.1500 0.1500 2 ANT TV 0.30x1.20m 270.0000 24.00 -1.1000 0.0000 58.5000 1.654 1.32 0.3000 0.0800 2 ANT TV 0.30x1.20m 0.0000 24.00 0.0000 -0.5000 58.5000 1.654 1.32 0.3000 0.0800 2 ANT TV 0.30x1.20m 90.0000 24.00 1.1000 0.0000 58.5000 1.654 1.32 0.3000 0.0800 2 ANT TV 0.30x1.20m 180.0000 24.00 0.0000 0.5000 58.5000 1.654 1.32 0.3000 0.0800 2 ANT TV 0.30x1.20m 270.0000 24.00 -1.1000 0.0000 57.5000 1.646 1.32 0.3000 0.0800 2 ANT TV 0.30x1.20m 0.0000 24.00 0.0000 -0.5000 57.5000 1.646 1.32 0.3000 0.0800 2 ANT TV 0.30x1.20m 90.0000 24.00 1.1000 0.0000 57.5000 1.646 1.32 0.3000 0.0800 2 ANT TV 0.30x1.20m 180.0000 24.00 0.0000 0.5000 57.5000 1.646 1.32 0.3000 0.0800 1 ANT TV 0.30x1.20m 270.0000 12.00 -1.1000 0.0000 56.5000 1.637 1.31 0.1500 0.0400 1 ANT TV 0.30x1.20m 0.0000 12.00 0.0000 -0.5000 56.5000 1.637 1.31 0.1500 0.0400 1 ANT TV 0.30x1.20m 90.0000 12.00 1.1000 0.0000 56.5000 1.637 1.31 0.1500 0.0400 1 ANT TV 0.30x1.20m 180.0000 12.00 0.0000 0.5000 56.5000 1.637 1.31 0.1500 0.0400 2 ANT TV 0.30x1.20m 45.0000 24.00 1.3743 -1.3743 41.5000 1.499 1.20 0.3000 0.0800 2 ANT TV 0.30x1.20m 45.0000 24.00 1.3743 -1.3743 40.5000 1.489 1.19 0.3000 0.0800 1 ANT TV 0.30x1.20m 45.0000 12.00 1.3743 -1.3743 39.5000 1.478 1.18 0.1500 0.0400 AT15-250 135.0000 10.00 0.9243 0.9243 65.0000 1.704 1.36 0.4750 0.2600 AT15-250 135.0000 10.00 0.9243 0.9243 64.0000 1.697 1.36 0.4750 0.2600 AT15-250 225.0000 10.00 -0.9243 0.9243 65.0000 1.704 1.36 0.4750 0.2600 AT15-250 225.0000 10.00 -0.9243 0.9243 64.0000 1.697 1.36 0.4750 0.2600 AT15-250 45.0000 10.00 0.7828 -0.7828 65.0000 1.704 1.36 0.4750 0.2600 Sum
Weight: 435.00
RRIISSAATToowweerr Job
TORRE DE 65m CUADRADA PATA=12.900m V=130 KPH
Page
23 of 51
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SAN ANDRES - CONDICION NUEVA.
Date
14:48:00 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
Discrete Appurtenance Vectors - No Ice
ANT OMNI L=3m - Elevation 63.5 - From Leg B
Wind
Azimuth
°
Fa
kg
Fs
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 16.25 16.25 0.00 -22.98 -1526 -67 18
45 22.98 0.00 16.25 -16.25 -1098 -1098 0 90 16.25 16.25 22.98 0.00 -67 -1526 -18
2 ANT TV 0.30x1.20m - Elevation 58.5 - From Face A
Wind
Azimuth
°
Fa
kg
Fs
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 0.00 11.97 0.00 -11.97 -700 26 -13
45 31.75 8.47 31.75 -8.47 -495 -1831 -9 90 44.90 0.00 44.90 0.00 0 -2600 0
2 ANT TV 0.30x1.20m - Elevation 58.5 - From Face B
Wind
Azimuth
°
Fa
kg
Fs
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 44.90 0.00 0.00 -44.90 -2638 0 0
45 31.75 8.47 8.47 -31.75 -1869 -495 -4 90 0.00 11.97 11.97 0.00 -12 -700 -6
2 ANT TV 0.30x1.20m - Elevation 58.5 - From Face C
Wind
Azimuth
°
Fa
kg
Fs
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 0.00 11.97 0.00 -11.97 -700 -26 13
45 31.75 8.47 31.75 -8.47 -495 -1884 9 90 44.90 0.00 44.90 0.00 0 -2653 0
2 ANT TV 0.30x1.20m - Elevation 58.5 - From Face D
Wind
Azimuth
°
Fa
kg
Fs
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 44.90 0.00 0.00 -44.90 -2614 0 0
45 31.75 8.47 8.47 -31.75 -1845 -495 4 90 0.00 11.97 11.97 0.00 12 -700 6
2 ANT TV 0.30x1.20m - Elevation 57.5 - From Face A
Wind
Azimuth
°
Fa
kg
Fs
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 0.00 11.91 0.00 -11.91 -685 26 -13
45 31.59 8.42 31.59 -8.42 -484 -1790 -9 90 44.68 0.00 44.68 0.00 0 -2542 0
RRIISSAATToowweerr Job
TORRE DE 65m CUADRADA PATA=12.900m V=130 KPH
Page
24 of 51
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SAN ANDRES - CONDICION NUEVA.
Date
14:48:00 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
2 ANT TV 0.30x1.20m - Elevation 57.5 - From Face B
Wind
Azimuth
°
Fa
kg
Fs
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 44.68 0.00 0.00 -44.68 -2581 0 0
45 31.59 8.42 8.42 -31.59 -1828 -484 -4 90 0.00 11.91 11.91 0.00 -12 -685 -6
2 ANT TV 0.30x1.20m - Elevation 57.5 - From Face C
Wind
Azimuth
°
Fa
kg
Fs
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 0.00 11.91 0.00 -11.91 -685 -26 13
45 31.59 8.42 31.59 -8.42 -484 -1843 9 90 44.68 0.00 44.68 0.00 0 -2595 0
2 ANT TV 0.30x1.20m - Elevation 57.5 - From Face D
Wind
Azimuth
°
Fa
kg
Fs
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 44.68 0.00 0.00 -44.68 -2557 0 0
45 31.59 8.42 8.42 -31.59 -1804 -484 4 90 0.00 11.91 11.91 0.00 12 -685 6
1 ANT TV 0.30x1.20m - Elevation 56.5 - From Face A
Wind
Azimuth
°
Fa
kg
Fs
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 0.00 5.93 0.00 -5.93 -335 13 -7
45 15.72 4.19 15.72 -4.19 -237 -875 -5 90 22.23 0.00 22.23 0.00 0 -1243 0
1 ANT TV 0.30x1.20m - Elevation 56.5 - From Face B
Wind
Azimuth
°
Fa
kg
Fs
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 22.23 0.00 0.00 -22.23 -1262 0 0
45 15.72 4.19 4.19 -15.72 -894 -237 -2 90 0.00 5.93 5.93 0.00 -6 -335 -3
1 ANT TV 0.30x1.20m - Elevation 56.5 - From Face C
Wind
Azimuth
°
Fa
kg
Fs
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 0.00 5.93 0.00 -5.93 -335 -13 7
45 15.72 4.19 15.72 -4.19 -237 -901 5 90 22.23 0.00 22.23 0.00 0 -1269 0
RRIISSAATToowweerr Job
TORRE DE 65m CUADRADA PATA=12.900m V=130 KPH
Page
25 of 51
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SAN ANDRES - CONDICION NUEVA.
Date
14:48:00 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
1 ANT TV 0.30x1.20m - Elevation 56.5 - From Face D
Wind
Azimuth
°
Fa
kg
Fs
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 22.23 0.00 0.00 -22.23 -1250 0 0
45 15.72 4.19 4.19 -15.72 -882 -237 2 90 0.00 5.93 5.93 0.00 6 -335 3
2 ANT TV 0.30x1.20m - Elevation 41.5 - From Leg B
Wind
Azimuth
°
Fa
kg
Fs
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 28.78 7.67 14.92 -25.78 -1103 -652 15
45 40.70 0.00 28.78 -28.78 -1227 -1227 0 90 28.78 7.67 25.78 -14.92 -652 -1103 -15
2 ANT TV 0.30x1.20m - Elevation 40.5 - From Leg B
Wind
Azimuth
°
Fa
kg
Fs
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 28.58 7.62 14.82 -25.60 -1070 -633 15
45 40.42 0.00 28.58 -28.58 -1191 -1191 0 90 28.58 7.62 25.60 -14.82 -633 -1070 -15
1 ANT TV 0.30x1.20m - Elevation 39.5 - From Leg B
Wind
Azimuth
°
Fa
kg
Fs
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 14.19 3.78 7.36 -12.71 -518 -307 7
45 20.07 0.00 14.19 -14.19 -577 -577 0 90 14.19 3.78 12.71 -7.36 -307 -518 -7
AT15-250 - Elevation 65 - From Leg C
Wind
Azimuth
°
Fa
kg
Fs
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 51.80 28.35 -16.58 -56.68 -3675 1068 37
45 0.00 40.10 28.35 -28.35 -1834 -1852 52 90 51.80 28.35 56.68 16.58 1087 -3693 37
AT15-250 - Elevation 64 - From Leg C
Wind
Azimuth
°
Fa
kg
Fs
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 51.57 28.23 -16.51 -56.43 -3602 1047 37
45 0.00 39.92 28.23 -28.23 -1797 -1816 52 90 51.57 28.23 56.43 16.51 1066 -3621 37
RRIISSAATToowweerr Job
TORRE DE 65m CUADRADA PATA=12.900m V=130 KPH
Page
26 of 51
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SAN ANDRES - CONDICION NUEVA.
Date
14:48:00 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
AT15-250 - Elevation 65 - From Leg D
Wind
Azimuth
°
Fa
kg
Fs
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 51.80 28.35 16.58 -56.68 -3675 -1068 -37
45 73.26 0.00 51.80 -51.80 -3358 -3358 0 90 51.80 28.35 56.68 -16.58 -1068 -3675 37
AT15-250 - Elevation 64 - From Leg D
Wind
Azimuth
°
Fa
kg
Fs
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 51.57 28.23 16.51 -56.43 -3602 -1047 -37
45 72.94 0.00 51.57 -51.57 -3291 -3291 0 90 51.57 28.23 56.43 -16.51 -1047 -3602 37
AT15-250 - Elevation 65 - From Leg B
Wind
Azimuth
°
Fa
kg
Fs
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 51.80 28.35 16.58 -56.68 -3692 -1086 31
45 73.26 0.00 51.80 -51.80 -3375 -3375 0 90 51.80 28.35 56.68 -16.58 -1086 -3692 -31
Discrete Appurtenance Totals - No Ice
Wind
Azimuth
°
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 53.68 -653.19 -38806 -2745 86
45 499.83 -499.83 -29305 -29342 105 90 653.19 -53.68 -2708 -38843 61
Discrete Appurtenance Pressures - Service GH = 1.110
Description Aiming
Azimuth
°
Weight
kg
Offsetx
m
Offsetz
m
z
m
Kz qz
kPa
CAAC
Front m
2
CAAC
Side m
2 ANT OMNI L=3m 45.0000 85.00 0.7828 -0.7828 63.5000 1.693 0.34 0.1500 0.1500 2 ANT TV 0.30x1.20m 270.0000 24.00 -1.1000 0.0000 58.5000 1.654 0.33 0.3000 0.0800 2 ANT TV 0.30x1.20m 0.0000 24.00 0.0000 -0.5000 58.5000 1.654 0.33 0.3000 0.0800 2 ANT TV 0.30x1.20m 90.0000 24.00 1.1000 0.0000 58.5000 1.654 0.33 0.3000 0.0800 2 ANT TV 0.30x1.20m 180.0000 24.00 0.0000 0.5000 58.5000 1.654 0.33 0.3000 0.0800 2 ANT TV 0.30x1.20m 270.0000 24.00 -1.1000 0.0000 57.5000 1.646 0.33 0.3000 0.0800 2 ANT TV 0.30x1.20m 0.0000 24.00 0.0000 -0.5000 57.5000 1.646 0.33 0.3000 0.0800 2 ANT TV 0.30x1.20m 90.0000 24.00 1.1000 0.0000 57.5000 1.646 0.33 0.3000 0.0800 2 ANT TV 0.30x1.20m 180.0000 24.00 0.0000 0.5000 57.5000 1.646 0.33 0.3000 0.0800 1 ANT TV 0.30x1.20m 270.0000 12.00 -1.1000 0.0000 56.5000 1.637 0.33 0.1500 0.0400 1 ANT TV 0.30x1.20m 0.0000 12.00 0.0000 -0.5000 56.5000 1.637 0.33 0.1500 0.0400 1 ANT TV 0.30x1.20m 90.0000 12.00 1.1000 0.0000 56.5000 1.637 0.33 0.1500 0.0400
RRIISSAATToowweerr Job
TORRE DE 65m CUADRADA PATA=12.900m V=130 KPH
Page
27 of 51
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SAN ANDRES - CONDICION NUEVA.
Date
14:48:00 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
Description Aiming
Azimuth
°
Weight
kg
Offsetx
m
Offsetz
m
z
m
Kz qz
kPa
CAAC
Front m
2
CAAC
Side m
2 1 ANT TV 0.30x1.20m 180.0000 12.00 0.0000 0.5000 56.5000 1.637 0.33 0.1500 0.0400 2 ANT TV 0.30x1.20m 45.0000 24.00 1.3743 -1.3743 41.5000 1.499 0.30 0.3000 0.0800 2 ANT TV 0.30x1.20m 45.0000 24.00 1.3743 -1.3743 40.5000 1.489 0.30 0.3000 0.0800 1 ANT TV 0.30x1.20m 45.0000 12.00 1.3743 -1.3743 39.5000 1.478 0.30 0.1500 0.0400 AT15-250 135.0000 10.00 0.9243 0.9243 65.0000 1.704 0.34 0.4750 0.2600 AT15-250 135.0000 10.00 0.9243 0.9243 64.0000 1.697 0.34 0.4750 0.2600 AT15-250 225.0000 10.00 -0.9243 0.9243 65.0000 1.704 0.34 0.4750 0.2600 AT15-250 225.0000 10.00 -0.9243 0.9243 64.0000 1.697 0.34 0.4750 0.2600 AT15-250 45.0000 10.00 0.7828 -0.7828 65.0000 1.704 0.34 0.4750 0.2600 Sum
Weight: 435.00
Discrete Appurtenance Vectors - Service
ANT OMNI L=3m - Elevation 63.5 - From Leg B
Wind
Azimuth
°
Fa
kg
Fs
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 4.06 4.06 0.00 -5.75 -431 -67 4
45 5.75 0.00 4.06 -4.06 -325 -325 0 90 4.06 4.06 5.75 0.00 -67 -431 -4
2 ANT TV 0.30x1.20m - Elevation 58.5 - From Face A
Wind
Azimuth
°
Fa
kg
Fs
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 0.00 2.99 0.00 -2.99 -175 26 -3
45 7.94 2.12 7.94 -2.12 -124 -438 -2 90 11.22 0.00 11.22 0.00 0 -630 0
2 ANT TV 0.30x1.20m - Elevation 58.5 - From Face B
Wind
Azimuth
°
Fa
kg
Fs
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 11.22 0.00 0.00 -11.22 -669 0 0
45 7.94 2.12 2.12 -7.94 -476 -124 -1 90 0.00 2.99 2.99 0.00 -12 -175 -1
2 ANT TV 0.30x1.20m - Elevation 58.5 - From Face C
Wind
Azimuth
°
Fa
kg
Fs
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 0.00 2.99 0.00 -2.99 -175 -26 3
45 7.94 2.12 7.94 -2.12 -124 -491 2 90 11.22 0.00 11.22 0.00 0 -683 0
RRIISSAATToowweerr Job
TORRE DE 65m CUADRADA PATA=12.900m V=130 KPH
Page
28 of 51
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SAN ANDRES - CONDICION NUEVA.
Date
14:48:00 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
2 ANT TV 0.30x1.20m - Elevation 58.5 - From Face D
Wind
Azimuth
°
Fa
kg
Fs
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 11.22 0.00 0.00 -11.22 -645 0 0
45 7.94 2.12 2.12 -7.94 -452 -124 1 90 0.00 2.99 2.99 0.00 12 -175 1
2 ANT TV 0.30x1.20m - Elevation 57.5 - From Face A
Wind
Azimuth
°
Fa
kg
Fs
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 0.00 2.98 0.00 -2.98 -171 26 -3
45 7.90 2.11 7.90 -2.11 -121 -428 -2 90 11.17 0.00 11.17 0.00 0 -616 0
2 ANT TV 0.30x1.20m - Elevation 57.5 - From Face B
Wind
Azimuth
°
Fa
kg
Fs
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 11.17 0.00 0.00 -11.17 -654 0 0
45 7.90 2.11 2.11 -7.90 -466 -121 -1 90 0.00 2.98 2.98 0.00 -12 -171 -1
2 ANT TV 0.30x1.20m - Elevation 57.5 - From Face C
Wind
Azimuth
°
Fa
kg
Fs
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 0.00 2.98 0.00 -2.98 -171 -26 3
45 7.90 2.11 7.90 -2.11 -121 -481 2 90 11.17 0.00 11.17 0.00 0 -669 0
2 ANT TV 0.30x1.20m - Elevation 57.5 - From Face D
Wind
Azimuth
°
Fa
kg
Fs
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 11.17 0.00 0.00 -11.17 -630 0 0
45 7.90 2.11 2.11 -7.90 -442 -121 1 90 0.00 2.98 2.98 0.00 12 -171 1
1 ANT TV 0.30x1.20m - Elevation 56.5 - From Face A
Wind
Azimuth
°
Fa
kg
Fs
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 0.00 1.48 0.00 -1.48 -84 13 -2
45 3.93 1.05 3.93 -1.05 -59 -209 -1 90 5.56 0.00 5.56 0.00 0 -301 0
RRIISSAATToowweerr Job
TORRE DE 65m CUADRADA PATA=12.900m V=130 KPH
Page
29 of 51
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SAN ANDRES - CONDICION NUEVA.
Date
14:48:00 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
1 ANT TV 0.30x1.20m - Elevation 56.5 - From Face B
Wind
Azimuth
°
Fa
kg
Fs
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 5.56 0.00 0.00 -5.56 -320 0 0
45 3.93 1.05 1.05 -3.93 -228 -59 -1 90 0.00 1.48 1.48 0.00 -6 -84 -1
1 ANT TV 0.30x1.20m - Elevation 56.5 - From Face C
Wind
Azimuth
°
Fa
kg
Fs
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 0.00 1.48 0.00 -1.48 -84 -13 2
45 3.93 1.05 3.93 -1.05 -59 -235 1 90 5.56 0.00 5.56 0.00 0 -327 0
1 ANT TV 0.30x1.20m - Elevation 56.5 - From Face D
Wind
Azimuth
°
Fa
kg
Fs
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 5.56 0.00 0.00 -5.56 -308 0 0
45 3.93 1.05 1.05 -3.93 -216 -59 1 90 0.00 1.48 1.48 0.00 6 -84 1
2 ANT TV 0.30x1.20m - Elevation 41.5 - From Leg B
Wind
Azimuth
°
Fa
kg
Fs
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 7.20 1.92 3.73 -6.44 -300 -188 4
45 10.18 0.00 7.20 -7.20 -332 -332 0 90 7.20 1.92 6.44 -3.73 -188 -300 -4
2 ANT TV 0.30x1.20m - Elevation 40.5 - From Leg B
Wind
Azimuth
°
Fa
kg
Fs
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 7.15 1.91 3.71 -6.40 -292 -183 4
45 10.10 0.00 7.15 -7.15 -322 -322 0 90 7.15 1.91 6.40 -3.71 -183 -292 -4
1 ANT TV 0.30x1.20m - Elevation 39.5 - From Leg B
Wind
Azimuth
°
Fa
kg
Fs
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 3.55 0.95 1.84 -3.18 -142 -89 2
45 5.02 0.00 3.55 -3.55 -157 -157 0 90 3.55 0.95 3.18 -1.84 -89 -142 -2
RRIISSAATToowweerr Job
TORRE DE 65m CUADRADA PATA=12.900m V=130 KPH
Page
30 of 51
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SAN ANDRES - CONDICION NUEVA.
Date
14:48:00 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
AT15-250 - Elevation 65 - From Leg C
Wind
Azimuth
°
Fa
kg
Fs
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 12.95 7.09 -4.14 -14.17 -912 260 9
45 0.00 10.02 7.09 -7.09 -452 -470 13 90 12.95 7.09 14.17 4.14 279 -930 9
AT15-250 - Elevation 64 - From Leg C
Wind
Azimuth
°
Fa
kg
Fs
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 12.89 7.06 -4.13 -14.11 -894 255 9
45 0.00 9.98 7.06 -7.06 -442 -461 13 90 12.89 7.06 14.11 4.13 273 -912 9
AT15-250 - Elevation 65 - From Leg D
Wind
Azimuth
°
Fa
kg
Fs
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 12.95 7.09 4.14 -14.17 -912 -260 -9
45 18.31 0.00 12.95 -12.95 -833 -833 0 90 12.95 7.09 14.17 -4.14 -260 -912 9
AT15-250 - Elevation 64 - From Leg D
Wind
Azimuth
°
Fa
kg
Fs
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 12.89 7.06 4.13 -14.11 -894 -255 -9
45 18.23 0.00 12.89 -12.89 -816 -816 0 90 12.89 7.06 14.11 -4.13 -255 -894 9
AT15-250 - Elevation 65 - From Leg B
Wind
Azimuth
°
Fa
kg
Fs
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 12.95 7.09 4.14 -14.17 -929 -277 8
45 18.31 0.00 12.95 -12.95 -850 -850 0 90 12.95 7.09 14.17 -4.14 -277 -929 -8
Discrete Appurtenance Totals - Service
Wind
Azimuth
°
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 13.42 -163.30 -9791 -804 22
45 124.96 -124.96 -7416 -7453 26 90 163.30 -13.42 -767 -9828 15
RRIISSAATToowweerr Job
TORRE DE 65m CUADRADA PATA=12.900m V=130 KPH
Page
31 of 51
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SAN ANDRES - CONDICION NUEVA.
Date
14:48:00 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
Dish Pressures - No Ice
Elevation
m Dish
Description
Aiming
Azimuth
°
Weight
kg Offsetx
m
Offsetz
m
Kz
AA
m2
qz
kPa
52.5000 HP8-102 315.0000 113.85 -0.7828 -0.7828 1.603 4.6693 1.28 38.5000 KP8F-13 315.0000 127.91 -1.2328 -1.2328 1.467 3.7356 1.17 34.5000 HP8-102 315.0000 113.85 -1.2328 -1.2328 1.422 4.6693 1.14
Sum Weight:
355.61
Dish Vectors - No Ice
HP8-102 - Elevation 52.5 - From Leg A
Wind
Azimuth
°
CA
CS
CM
FA
kg
FS
kg
FM
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 0.003230 0.000000 0.000000 854.84 0.00 0.00 0.00 -854.84 -44968 89 -669
45 0.003230 0.000000 0.000000 854.84 0.00 0.00 604.46 -604.46 -31823 -31645 -946 90 0.003230 0.000000 0.000000 854.84 0.00 0.00 854.84 0.00 -89 -44790 -669
KP8F-13 - Elevation 38.5 - From Leg A
Wind
Azimuth
°
CA
CS
CM
FA
kg
FS
kg
FM
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 0.001520 0.000000 0.000000 294.54 0.00 0.00 0.00 -294.54 -11498 158 -363
45 0.001520 0.000000 0.000000 294.54 0.00 0.00 208.27 -208.27 -8176 -7861 -514 90 0.001520 0.000000 0.000000 294.54 0.00 0.00 294.54 0.00 -158 -11182 -363
HP8-102 - Elevation 34.5 - From Leg A
Wind
Azimuth
°
CA
CS
CM
FA
kg
FS
kg
FM
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 0.003230 0.000000 0.000000 758.20 0.00 0.00 0.00 -758.20 -26298 140 -935
45 0.003230 0.000000 0.000000 758.20 0.00 0.00 536.13 -536.13 -18637 -18356 -1322 90 0.003230 0.000000 0.000000 758.20 0.00 0.00 758.20 0.00 -140 -26018 -935
Dish Totals - No Ice
Wind
Azimuth
°
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 0.00 -1907.59 -82764 387 -1967
45 1348.87 -1348.87 -58636 -57862 -2782 90 1907.59 0.00 -387 -81990 -1967
RRIISSAATToowweerr Job
TORRE DE 65m CUADRADA PATA=12.900m V=130 KPH
Page
32 of 51
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SAN ANDRES - CONDICION NUEVA.
Date
14:48:00 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
Dish Pressures - Service
Elevation
m Dish
Description
Aiming
Azimuth
°
Weight
kg Offsetx
m
Offsetz
m
Kz
AA
m2
qz
kPa
52.5000 HP8-102 315.0000 113.85 -0.7828 -0.7828 1.603 4.6693 0.32 38.5000 KP8F-13 315.0000 127.91 -1.2328 -1.2328 1.467 3.7356 0.29 34.5000 HP8-102 315.0000 113.85 -1.2328 -1.2328 1.422 4.6693 0.28
Sum Weight:
355.61
Dish Vectors - Service
HP8-102 - Elevation 52.5 - From Leg A
Wind
Azimuth
°
CA
CS
CM
FA
kg
FS
kg
FM
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 0.003230 0.000000 0.000000 213.71 0.00 0.00 0.00 -213.71 -11309 89 -167
45 0.003230 0.000000 0.000000 213.71 0.00 0.00 151.12 -151.12 -8023 -7844 -237 90 0.003230 0.000000 0.000000 213.71 0.00 0.00 213.71 0.00 -89 -11131 -167
KP8F-13 - Elevation 38.5 - From Leg A
Wind
Azimuth
°
CA
CS
CM
FA
kg
FS
kg
FM
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 0.001520 0.000000 0.000000 73.64 0.00 0.00 0.00 -73.64 -2993 158 -91
45 0.001520 0.000000 0.000000 73.64 0.00 0.00 52.07 -52.07 -2162 -1847 -128 90 0.001520 0.000000 0.000000 73.64 0.00 0.00 73.64 0.00 -158 -2677 -91
HP8-102 - Elevation 34.5 - From Leg A
Wind
Azimuth
°
CA
CS
CM
FA
kg
FS
kg
FM
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 0.003230 0.000000 0.000000 189.55 0.00 0.00 0.00 -189.55 -6680 140 -234
45 0.003230 0.000000 0.000000 189.55 0.00 0.00 134.03 -134.03 -4764 -4484 -330 90 0.003230 0.000000 0.000000 189.55 0.00 0.00 189.55 0.00 -140 -6399 -234
Dish Totals - Service
Wind
Azimuth
°
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 0.00 -476.90 -20981 387 -492
45 337.22 -337.22 -14950 -14175 -695 90 476.90 0.00 -387 -20207 -492
RRIISSAATToowweerr Job
TORRE DE 65m CUADRADA PATA=12.900m V=130 KPH
Page
33 of 51
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SAN ANDRES - CONDICION NUEVA.
Date
14:48:00 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
User Load Vectors - No Ice
CxMANTENIMIENTO - Elevation 99
Wind
Azimuth
°
Offsetx
m
Offsetz
m
F
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 0.0000 0.0000 0.00 0.00 0.00 0 0 0
45 0.0000 0.0000 0.00 0.00 0.00 0 0 0 90 0.0000 0.0000 0.00 0.00 0.00 0 0 0
User Load Totals - No Ice
Wind
Azimuth
°
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 0.00 0.00 0 0 0
45 0.00 0.00 0 0 0 90 0.00 0.00 0 0 0
User Load Vectors - Service
CxMANTENIMIENTO - Elevation 99
Wind
Azimuth
°
Offsetx
m
Offsetz
m
F
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 0.0000 0.0000 0.00 0.00 0.00 0 0 0
45 0.0000 0.0000 0.00 0.00 0.00 0 0 0 90 0.0000 0.0000 0.00 0.00 0.00 0 0 0
User Load Totals - Service
Wind
Azimuth
°
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 0.00 0.00 0 0 0
45 0.00 0.00 0 0 0 90 0.00 0.00 0 0 0
RRIISSAATToowweerr Job
TORRE DE 65m CUADRADA PATA=12.900m V=130 KPH
Page
34 of 51
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SAN ANDRES - CONDICION NUEVA.
Date
14:48:00 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
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 13280.20 Bracing Weight 9988.73 Total Member Self-Weight 23268.93 954 230 Total Weight 25091.60 954 230 Wind 0 deg - No Ice 53.68 -15256.64 -506778 -2358 -1881 Wind 45 deg - No Ice 12235.33 -12235.33 -410689 -411412 1878 Wind 90 deg - No Ice 15256.64 -53.68 -1634 -507501 3871 Total Weight 25091.60 954 230 Wind 0 deg - Service 13.42 -3814.16 -127440 -417 -470 Wind 45 deg - Service 3058.83 -3058.83 -103418 -102680 470 Wind 90 deg - Service 3814.16 -13.42 -1154 -126702 968
Load Combinations
Comb.
No.
Description
1 Dead Only 2 Dead+Wind 0 deg - No Ice 3 Dead+Wind 45 deg - No Ice 4 Dead+Wind 90 deg - No Ice 5 Dead+Wind 0 deg - Service 6 Dead+Wind 45 deg - Service 7 Dead+Wind 90 deg - Service
Maximum Member Forces Section
No.
Elevation
m
Component
Type
Condition Gov.
Load
Comb.
Force
kg
Major Axis
Moment
kg-m
Minor Axis
Moment
kg-m
T1 65 - 63 Leg Max Tension 3 252.92 0 0 Max. Compression 3 -426.84 -21 -15 Max. Mx 4 -303.20 31 3 Max. My 4 68.95 -3 -30 Max. Vy 4 -104.78 0 0 Max. Vx 4 104.30 0 0 Diagonal Max Tension 4 223.02 0 0 Max. Compression 4 -258.46 0 0 Max. Mx 2 33.09 1 0 Max. My 3 -198.16 1 -1 Max. Vy 2 1.98 1 0 Max. Vx 3 -1.33 0 0 Top Girt Max Tension 4 17.92 0 0 Max. Compression 4 -4.90 0 0 Max. Mx 1 6.59 -1 0 Max. My 3 15.54 0 0 Max. Vy 1 3.43 0 0 Max. Vx 3 -0.00 0 0
T2 63 - 57 Leg Max Tension 3 3886.53 14 17
RRIISSAATToowweerr Job
TORRE DE 65m CUADRADA PATA=12.900m V=130 KPH
Page
35 of 51
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SAN ANDRES - CONDICION NUEVA.
Date
14:48:00 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
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 -4442.57 -20 -21 Max. Mx 2 2249.35 29 -3 Max. My 2 -2795.22 3 -29 Max. Vy 4 71.48 -28 2 Max. Vx 4 -71.45 -2 28 Diagonal Max Tension 3 1067.68 0 0 Max. Compression 3 -1176.52 0 0 Max. Mx 3 1063.19 1 -1 Max. My 3 -456.87 0 -2 Max. Vy 3 2.68 1 -1 Max. Vx 3 -1.54 0 0 Top Girt Max Tension 4 85.68 0 0 Max. Compression 4 -41.48 0 0 Max. Mx 1 21.05 -1 0 Max. My 3 73.05 0 0 Max. Vy 1 3.43 0 0 Max. Vx 3 -0.00 0 0 Mid Girt Max Tension 4 350.34 0 0 Max. Compression 4 -266.76 0 0 Max. Mx 1 40.36 -1 0 Max. My 3 160.64 0 0 Max. Vy 1 2.72 0 0 Max. Vx 3 -0.00 0 0
T3 57 - 51 Leg Max Tension 3 13451.22 64 11 Max. Compression 3 -14416.06 -11 -56 Max. Mx 3 13451.22 -96 11 Max. My 3 -14340.54 -11 96 Max. Vy 2 328.45 73 -24 Max. Vx 2 -330.79 23 -74 Diagonal Max Tension 3 2607.06 0 0 Max. Compression 3 -2746.58 0 0 Max. Mx 3 2606.82 3 1 Max. My 3 -936.63 -1 2 Max. Vy 3 3.90 3 1 Max. Vx 3 2.10 0 0 Top Girt Max Tension 4 492.59 0 0 Max. Compression 4 -395.22 0 0 Max. Mx 1 47.90 -1 0 Max. My 3 407.62 0 0 Max. Vy 1 3.43 0 0 Max. Vx 3 -0.00 0 0 Mid Girt Max Tension 4 922.39 0 0 Max. Compression 4 -795.69 0 0 Max. Mx 1 62.05 -1 0 Max. My 3 532.28 0 0 Max. Vy 1 2.72 0 0 Max. Vx 3 -0.00 0 0
T4 51 - 45 Leg Max Tension 3 32779.57 15 18 Max. Compression 3 -33241.05 -52 -45 Max. Mx 3 -869.84 78 -79 Max. My 3 -869.84 78 -79 Max. Vy 3 -79.23 -72 64 Max. Vx 3 -72.64 62 -70 Diagonal Max Tension 3 3742.76 6 2 Max. Compression 3 -3752.46 0 0 Max. Mx 3 3742.76 6 2 Max. My 3 -3160.63 -2 3 Max. Vy 3 7.94 6 2 Max. Vx 3 -3.33 0 0 Top Girt Max Tension 2 1229.95 0 0 Max. Compression 2 -1083.32 0 0
RRIISSAATToowweerr Job
TORRE DE 65m CUADRADA PATA=12.900m V=130 KPH
Page
36 of 51
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SAN ANDRES - CONDICION NUEVA.
Date
14:48:00 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
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 70.48 -1 0 Max. My 3 -871.37 0 0 Max. Vy 1 3.43 0 0 Max. Vx 3 -0.00 0 0 Mid Girt Max Tension 2 2189.03 0 0 Max. Compression 2 -1995.01 0 0 Max. Mx 1 94.16 -1 0 Max. My 3 -1610.41 0 0 Max. Vy 1 2.72 0 0 Max. Vx 3 -0.00 0 0
T5 45 - 43.5 Leg Max Tension 3 28134.82 29 23 Max. Compression 3 -28554.92 -7 -7 Max. Mx 3 -28498.43 -52 -45 Max. My 3 -1339.32 46 -50 Max. Vy 3 64.01 -51 48 Max. Vx 3 58.91 46 -50 Diagonal Max Tension 3 7290.57 0 0 Max. Compression 3 -7400.95 -42 68 Max. Mx 3 1332.06 -43 -59 Max. My 3 -2609.03 37 -70 Max. Vy 3 -58.01 0 0 Max. Vx 3 88.67 0 0 Top Girt Max Tension 2 1853.37 0 0 Max. Compression 2 -1741.40 0 0 Max. Mx 2 1853.37 -1 0 Max. My 3 -1399.28 0 0 Max. Vy 2 3.39 0 0 Max. Vx 3 -0.51 0 0
T6 43.5 - 42 Leg Max Tension 3 27358.32 12 15 Max. Compression 3 -29411.46 -14 -14 Max. Mx 3 -1316.25 -50 48 Max. My 3 -1371.97 46 -49 Max. Vy 3 57.93 46 -49 Max. Vx 3 63.87 -50 48 Diagonal Max Tension 3 2368.45 0 0 Max. Compression 3 -2396.85 0 0 Max. Mx 3 -2136.05 -32 -37 Max. My 3 437.42 27 -39 Max. Vy 3 41.05 -32 -37 Max. Vx 3 41.54 0 0 Top Girt Max Tension 2 3747.92 0 0 Max. Compression 2 -3417.11 0 0 Max. Mx 2 3747.92 -2 0 Max. My 3 -2733.82 0 0 Max. Vy 2 6.48 0 0 Max. Vx 3 0.97 0 0
T7 42 - 37 Leg Max Tension 3 31012.96 53 34 Max. Compression 3 -33334.73 -31 -58 Max. Mx 2 18594.85 78 -22 Max. My 2 -21110.02 21 -78 Max. Vy 2 142.11 75 -19 Max. Vx 2 -142.95 21 -75 Diagonal Max Tension 3 4784.72 0 0 Max. Compression 3 -5190.38 0 0 Max. Mx 3 -853.47 16 0 Max. My 3 -3794.92 0 1 Max. Vy 3 -15.17 16 0 Max. Vx 3 -0.64 0 0 Top Girt Max Tension 2 4844.44 0 0 Max. Compression 2 -4139.69 0 0 Max. Mx 1 351.33 -4 0
RRIISSAATToowweerr Job
TORRE DE 65m CUADRADA PATA=12.900m V=130 KPH
Page
37 of 51
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SAN ANDRES - CONDICION NUEVA.
Date
14:48:00 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
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 -3287.88 0 0 Max. Vy 1 8.59 0 0 Max. Vx 3 -0.00 0 0 Mid Girt Max Tension 2 3580.74 0 0 Max. Compression 2 -3126.47 0 0 Max. Mx 1 224.34 -4 0 Max. My 3 -2499.53 0 0 Max. Vy 1 8.59 0 0 Max. Vx 3 -0.00 0 0
T8 37 - 32 Leg Max Tension 3 45188.41 21 39 Max. Compression 3 -47470.72 -69 -70 Max. Mx 3 -1966.43 -119 115 Max. My 3 -1751.42 -119 116 Max. Vy 2 396.99 77 -44 Max. Vx 3 -405.57 96 -100 Diagonal Max Tension 3 6669.08 0 0 Max. Compression 3 -7049.09 0 0 Max. Mx 3 -1485.64 18 2 Max. My 3 -6087.74 -1 3 Max. Vy 3 -16.90 18 2 Max. Vx 3 -2.07 0 0 Top Girt Max Tension 2 3987.92 0 0 Max. Compression 2 -3508.26 0 0 Max. Mx 1 234.40 -4 0 Max. My 3 -2815.43 0 0 Max. Vy 1 8.59 0 0 Max. Vx 3 -0.00 0 0 Mid Girt Max Tension 2 4624.37 0 0 Max. Compression 2 -4090.59 0 0 Max. Mx 1 254.91 -4 0 Max. My 3 -3292.14 0 0 Max. Vy 1 8.59 0 0 Max. Vx 3 -0.00 0 0
T9 32 - 30 Leg Max Tension 3 51770.19 -83 1 Max. Compression 3 -54690.45 16 -3 Max. Mx 3 -54536.33 98 1 Max. My 3 -2694.91 -4 -92 Max. Vy 3 -93.82 -83 1 Max. Vx 3 111.10 -4 -92 Diagonal Max Tension 3 2973.05 0 0 Max. Compression 3 -3268.71 0 0 Max. Mx 3 -271.96 25 9 Max. My 3 -644.74 -19 14 Max. Vy 3 23.90 25 9 Max. Vx 3 -11.54 0 0 Top Girt Max Tension 2 670.92 0 0 Max. Compression 2 -640.77 0 0 Max. Mx 2 670.92 -4 0 Max. My 3 -530.95 0 0 Max. Vy 2 -8.54 0 0 Max. Vx 3 -0.85 0 0
T10 30 - 27 Leg Max Tension 3 47612.33 -34 -3 Max. Compression 3 -50800.59 101 -16 Max. Mx 3 47412.01 -119 -15 Max. My 3 -3058.48 -9 -177 Max. Vy 3 133.56 -119 -15 Max. Vx 3 130.81 -9 -177 Diagonal Max Tension 3 2915.40 0 0 Max. Compression 3 -3372.94 0 0 Max. Mx 3 -3335.76 22 -2 Max. My 3 326.50 19 10
RRIISSAATToowweerr Job
TORRE DE 65m CUADRADA PATA=12.900m V=130 KPH
Page
38 of 51
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SAN ANDRES - CONDICION NUEVA.
Date
14:48:00 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
Section
No.
Elevation
m
Component
Type
Condition Gov.
Load
Comb.
Force
kg
Major Axis
Moment
kg-m
Minor Axis
Moment
kg-m
Max. Vy 3 -20.76 22 -2 Max. Vx 3 -6.70 0 0 Top Girt Max Tension 2 2919.35 0 0 Max. Compression 2 -2556.87 0 0 Max. Mx 2 2919.35 -6 0 Max. My 3 -2047.34 0 1 Max. Vy 2 10.34 0 0 Max. Vx 3 -1.03 0 0
T11 27 - 23 Leg Max Tension 3 48215.68 -119 -15 Max. Compression 3 -52542.14 46 -10 Max. Mx 3 48215.68 -119 -15 Max. My 3 -3492.09 -9 -177 Max. Vy 3 -136.21 -119 -15 Max. Vx 3 -158.77 -9 -177 Diagonal Max Tension 2 1654.13 0 0 Max. Compression 2 -1724.72 0 0 Max. Mx 2 -912.44 -11 0 Max. My 2 374.43 0 -3 Max. Vy 2 10.11 0 0 Max. Vx 2 2.45 0 0 Top Girt Max Tension 3 1711.26 0 0 Max. Compression 3 -1479.83 0 0 Max. Mx 2 1513.43 11 4 Max. My 3 -1479.81 -3 5 Max. Vy 2 14.14 11 4 Max. Vx 3 -4.44 0 0
T12 23 - 18 Leg Max Tension 3 40952.44 -86 -11 Max. Compression 3 -44207.91 147 -28 Max. Mx 3 40613.02 -185 -28 Max. My 3 -4060.72 -16 -272 Max. Vy 3 177.31 -185 -28 Max. Vx 3 199.41 -16 -272 Diagonal Max Tension 2 3250.73 0 0 Max. Compression 2 -4058.96 0 0 Max. Mx 2 -616.24 -14 0 Max. My 2 3250.73 0 -4 Max. Vy 2 10.12 0 0 Max. Vx 2 2.94 0 0 Top Girt Max Tension 2 1626.21 0 0 Max. Compression 2 -1347.86 0 0 Max. Mx 2 1626.21 -19 0 Max. My 3 -1071.46 0 2 Max. Vy 2 20.13 0 0 Max. Vx 3 -2.01 0 0
T13 18 - 12 Leg Max Tension 3 40535.86 -185 -28 Max. Compression 3 -44655.97 85 -2 Max. Mx 3 40126.40 -214 -2 Max. My 3 -4089.75 -16 -272 Max. Vy 3 187.50 -214 -2 Max. Vx 3 -219.42 -16 -272 Diagonal Max Tension 2 3232.20 0 0 Max. Compression 2 -4259.30 0 0 Max. Mx 2 4.30 -27 0 Max. My 4 3090.24 0 6 Max. Vy 2 16.08 0 0 Max. Vx 4 -3.69 0 0 Horizontal Max Tension 4 262.01 8 20 Max. Compression 4 -414.77 8 20 Max. Mx 4 -120.08 8 56 Max. My 2 -68.06 8 57 Max. Vy 4 16.09 8 56
RRIISSAATToowweerr Job
TORRE DE 65m CUADRADA PATA=12.900m V=130 KPH
Page
39 of 51
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SAN ANDRES - CONDICION NUEVA.
Date
14:48:00 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
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 25.32 0 0 T14 12 - 6 Leg Max Tension 3 30301.72 -214 -2
Max. Compression 3 -43021.85 147 -31 Max. Mx 3 29979.35 -390 -32 Max. My 3 -8078.65 -123 -349 Max. Vy 3 276.10 -390 -32 Max. Vx 3 241.80 -123 -349 Diagonal Max Tension 3 9207.13 0 0 Max. Compression 2 -7523.12 0 0 Max. Mx 2 -7144.92 -53 0 Max. My 4 3413.27 0 36 Max. Vy 2 30.79 0 0 Max. Vx 4 -20.67 0 0 Top Girt Max Tension 4 1217.82 0 0 Max. Compression 4 -4599.33 0 0 Max. Mx 1 -1140.13 -62 0 Max. My 1 -1140.13 0 18 Max. Vy 1 41.73 0 0 Max. Vx 1 -12.17 0 0
T15 6 - 0 Leg Max Tension 3 29644.89 -390 -32 Max. Compression 3 -43644.64 0 0 Max. Mx 3 29644.89 -390 -32 Max. My 3 -8257.95 -125 -348 Max. Vy 3 -348.18 -390 -32 Max. Vx 3 -284.60 -125 -348 Diagonal Max Tension 3 6602.31 0 0 Max. Compression 3 -4329.88 0 0 Max. Mx 3 2176.52 -151 0 Max. My 4 -1252.30 0 -64 Max. Vy 3 67.27 0 0 Max. Vx 4 28.31 0 0 Horizontal Max Tension 4 171.38 0 0 Max. Compression 4 -688.19 40 260 Max. Mx 3 103.96 41 139 Max. My 4 -220.93 40 463 Max. Vy 3 -41.91 41 139 Max. Vx 4 108.12 0 0
RRIISSAATToowweerr Job
TORRE DE 65m CUADRADA PATA=12.900m V=130 KPH
Page
40 of 51
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SAN ANDRES - CONDICION NUEVA.
Date
14:48:00 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
Maximum Reactions
Location Condition Gov.
Load
Comb.
Vertical
kg
Horizontal, X
kg
Horizontal, Z
kg
Leg D Max. Vert 1 6318.73 1585.57 -1580.29 Max. Hx 1 6318.73 1585.57 -1580.29 Max. Hz 3 -26136.75 -7608.30 7542.53 Min. Vert 3 -26136.75 -7608.30 7542.53 Min. Hx 3 -26136.75 -7608.30 7542.53 Min. Hz 1 6318.73 1585.57 -1580.29
Leg C Max. Vert 4 25945.68 -5492.39 -7990.64 Max. Hx 2 -13332.51 6053.54 2114.19 Max. Hz 2 -13332.51 6053.54 2114.19 Min. Vert 2 -13332.51 6053.54 2114.19 Min. Hx 4 25945.68 -5492.39 -7990.64 Min. Hz 4 25945.68 -5492.39 -7990.64
Leg B Max. Vert 3 37784.74 -9902.43 9978.60 Max. Hx 1 6227.07 -1568.44 1573.72 Max. Hz 3 37784.74 -9902.43 9978.60 Min. Vert 1 6227.07 -1568.44 1573.72 Min. Hx 3 37784.74 -9902.43 9978.60 Min. Hz 1 6227.07 -1568.44 1573.72
Leg A Max. Vert 2 25888.11 8025.37 5448.36 Max. Hx 2 25888.11 8025.37 5448.36 Max. Hz 2 25888.11 8025.37 5448.36 Min. Vert 4 -13387.34 -2080.20 -6098.90 Min. Hx 4 -13387.34 -2080.20 -6098.90 Min. Hz 4 -13387.34 -2080.20 -6098.90
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 25091.61 0.00 -0.02 952 230 0 Dead+Wind 0 deg - No Ice 25091.57 53.68 -15256.36 -508314 -2368 -1881 Dead+Wind 45 deg - No Ice 25091.60 12235.12 -12235.13 -411925 -412662 1876 Dead+Wind 90 deg - No Ice 25091.57 15256.36 -53.68 -1639 -509035 3869 Dead+Wind 0 deg - Service 25091.60 13.42 -3814.03 -126360 -418 -470 Dead+Wind 45 deg - Service 25091.60 3058.72 -3058.72 -102266 -102987 469 Dead+Wind 90 deg - Service 25091.60 3814.03 -13.42 303 -127081 967
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 -25091.60 0.00 -0.00 25091.61 0.02 0.000% 2 53.68 -25091.60 -15256.64 -53.68 25091.57 15256.36 0.001% 3 12235.33 -25091.60 -12235.33 -12235.12 25091.60 12235.13 0.001% 4 15256.64 -25091.60 -53.68 -15256.36 25091.57 53.68 0.001% 5 13.42 -25091.60 -3814.16 -13.42 25091.60 3814.03 0.001% 6 3058.83 -25091.60 -3058.83 -3058.72 25091.60 3058.72 0.001% 7 3814.16 -25091.60 -13.42 -3814.03 25091.60 13.42 0.001%
RRIISSAATToowweerr Job
TORRE DE 65m CUADRADA PATA=12.900m V=130 KPH
Page
41 of 51
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SAN ANDRES - CONDICION NUEVA.
Date
14:48:00 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
Non-Linear Convergence Results
Load
Combination
Converged? Number
of Cycles
Displacement
Tolerance
Force
Tolerance
1 Yes 8 0.00000001 0.00003501 2 Yes 13 0.00000001 0.00006647 3 Yes 13 0.00000001 0.00007620 4 Yes 13 0.00000001 0.00006680 5 Yes 12 0.00000001 0.00014143 6 Yes 12 0.00000001 0.00014711 7 Yes 12 0.00000001 0.00014229
Maximum Tower Deflections - Service Wind
Section
No.
Elevation
m
Horz.
Deflection
mm
Gov.
Load
Comb.
Tilt
°
Twist
°
T1 65 - 63 117.80 6 0.2564 0.0232 T2 63 - 57 108.82 6 0.2561 0.0235 T3 57 - 51 82.06 6 0.2475 0.0248 T4 51 - 45 56.63 6 0.2221 0.0221 T5 45 - 43.5 35.58 6 0.1583 0.0109 T6 43.5 - 42 31.75 6 0.1417 0.0105 T7 42 - 37 28.24 6 0.1300 0.0103 T8 37 - 32 17.84 6 0.0981 0.0091 T9 32 - 30 10.31 6 0.0614 0.0065
T10 30 - 27 8.41 6 0.0523 0.0058 T11 27 - 23 6.03 6 0.0426 0.0051 T12 23 - 18 4.12 6 0.0303 0.0028 T13 18 - 12 1.60 6 0.0226 0.0014 T14 12 - 6 0.09 6 0.0141 0.0002 T15 6 - 0 0.36 6 0.0066 0.0001
Critical Deflections and Radius of Curvature - Service Wind
Elevation
m
Appurtenance Gov.
Load
Comb.
Deflection
mm
Tilt
°
Twist
°
Radius of
Curvature
m
99.0000 CxMANTENIMIENTO 6 117.80 0.2564 0.0232 Inf 65.0000 AT15-250 6 117.80 0.2564 0.0232 Inf 64.0000 AT15-250 6 113.31 0.2563 0.0234 Inf 63.5000 ANT OMNI L=3m 6 111.07 0.2562 0.0234 Inf 58.5000 2 ANT TV 0.30x1.20m 6 88.69 0.2506 0.0245 40926 57.5000 2 ANT TV 0.30x1.20m 6 84.26 0.2486 0.0247 32461 56.5000 1 ANT TV 0.30x1.20m 6 79.87 0.2464 0.0249 25907 52.5000 HP8-102 6 62.76 0.2319 0.0240 13116 41.5000 2 ANT TV 0.30x1.20m 6 27.11 0.1267 0.0102 13769 40.5000 2 ANT TV 0.30x1.20m 6 24.90 0.1205 0.0101 12802 39.5000 1 ANT TV 0.30x1.20m 6 22.77 0.1144 0.0099 11561 38.5000 KP8F-13 6 20.72 0.1082 0.0096 10539
RRIISSAATToowweerr Job
TORRE DE 65m CUADRADA PATA=12.900m V=130 KPH
Page
42 of 51
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SAN ANDRES - CONDICION NUEVA.
Date
14:48:00 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
Elevation
m
Appurtenance Gov.
Load
Comb.
Deflection
mm
Tilt
°
Twist
°
Radius of
Curvature
m
34.5000 HP8-102 6 13.60 0.0787 0.0078 6568
Maximum Tower Deflections - Design Wind
Section
No.
Elevation
m
Horz.
Deflection
mm
Gov.
Load
Comb.
Tilt
°
Twist
°
T1 65 - 63 471.83 3 1.0243 0.0930 T2 63 - 57 435.99 3 1.0233 0.0941 T3 57 - 51 328.95 3 0.9909 0.0994 T4 51 - 45 227.06 3 0.8904 0.0886 T5 45 - 43.5 142.65 3 0.6348 0.0436 T6 43.5 - 42 127.32 3 0.5678 0.0419 T7 42 - 37 113.25 3 0.5210 0.0412 T8 37 - 32 71.54 3 0.3933 0.0363 T9 32 - 30 41.36 3 0.2462 0.0261
T10 30 - 27 33.73 3 0.2099 0.0234 T11 27 - 23 24.19 3 0.1709 0.0203 T12 23 - 18 16.52 3 0.1216 0.0113 T13 18 - 12 6.42 3 0.0910 0.0054 T14 12 - 6 0.34 3 0.0565 0.0010 T15 6 - 0 1.46 3 0.0266 0.0006
Critical Deflections and Radius of Curvature - Design Wind
Elevation
m
Appurtenance Gov.
Load
Comb.
Deflection
mm
Tilt
°
Twist
°
Radius of
Curvature
m
99.0000 CxMANTENIMIENTO 3 471.83 1.0243 0.0930 99704 65.0000 AT15-250 3 471.83 1.0243 0.0930 99704 64.0000 AT15-250 3 453.91 1.0242 0.0935 99704 63.5000 ANT OMNI L=3m 3 444.95 1.0239 0.0938 99704 58.5000 2 ANT TV 0.30x1.20m 3 355.48 1.0028 0.0981 10771 57.5000 2 ANT TV 0.30x1.20m 3 337.76 0.9951 0.0990 8458 56.5000 1 ANT TV 0.30x1.20m 3 320.17 0.9864 0.0997 6692 52.5000 HP8-102 3 251.65 0.9293 0.0959 3327 41.5000 2 ANT TV 0.30x1.20m 3 108.72 0.5078 0.0409 3443 40.5000 2 ANT TV 0.30x1.20m 3 99.86 0.4828 0.0403 3202 39.5000 1 ANT TV 0.30x1.20m 3 91.32 0.4584 0.0395 2892 38.5000 KP8F-13 3 83.12 0.4336 0.0385 2637 34.5000 HP8-102 3 54.54 0.3159 0.0312 1639
RRIISSAATToowweerr Job
TORRE DE 65m CUADRADA PATA=12.900m V=130 KPH
Page
43 of 51
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SAN ANDRES - CONDICION NUEVA.
Date
14:48:00 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
Bolt Design Data
Section
No.
Elevation
m
Component
Type
Bolt
Grade
Bolt Size
mm
Number
Of
Bolts
Maximum
Load per
Bolt
kg
Allowable
Load
kg
Ratio
Load
Allowable
Allowable
Ratio
Criteria
T1 65 Leg A394T0 19 4 213.42 9950.69 0.021
1.333 Bearing
Diagonal A394T0 16 2 129.23 3699.61 0.035
1.333 Member Bearing
Top Girt A394T0 16 2 8.96 3699.61 0.002
1.333 Member Bearing
T2 63 Leg A394T0 19 8 312.10 9950.69 0.031
1.333 Bearing
Diagonal A394T0 16 2 588.26 3699.61 0.159
1.333 Member Bearing
Top Girt A394T0 16 2 42.84 3699.61 0.012
1.333 Member Bearing
Mid Girt A394T0 16 2 175.17 2922.37 0.060
1.333 Bolt Shear
T3 57 Leg A394T0 19 8 1798.68 9979.03 0.180
1.333 Bolt SS
Diagonal A394T0 16 2 1373.29 3699.61 0.371
1.333 Member Bearing
Top Girt A394T0 16 2 246.29 3699.61 0.067
1.333 Member Bearing
Mid Girt A394T0 16 2 461.19 2922.37 0.158
1.333 Bolt Shear
T4 51 Leg A394T0 19 8 4873.40 9979.03 0.488
1.333 Bolt SS
Diagonal A394T0 16 2 1876.23 3699.61 0.507
1.333 Member Bearing
Top Girt A394T0 16 2 614.98 3699.61 0.166
1.333 Member Bearing
Mid Girt A394T0 16 2 1094.51 2922.37 0.375
1.333 Bolt Shear
T5 45 Leg A394T0 19 8 7138.73 9979.03 0.715
1.333 Bolt SS
Diagonal A394T0 16 3 2466.98 9865.64 0.250
1.333 Member Bearing
Top Girt A394T0 16 2 926.68 3699.61 0.250
1.333 Member Bearing
T6 43.5 Leg A394T0 19 8 7352.87 9979.03 0.737
1.333 Bolt SS
Diagonal A394T0 16 3 798.95 9865.64 0.081
1.333 Member Bearing
Top Girt A394T0 16 2 1873.96 4932.82 0.380
1.333 Member Bearing
T7 42 Leg A394T0 19 8 7005.74 9979.03 0.702
1.333 Bolt SS
Diagonal A394T0 16 3 1730.13 4932.82 0.351
1.333 Member Bearing
Top Girt A394T0 16 2 2422.22 4932.82 0.491
1.333 Member Bearing
Mid Girt A394T0 16 2 1790.37 2922.37 0.613
1.333 Bolt Shear
T8 37 Leg A394T0 19 16 5141.74 9979.03 0.515
1.333 Bolt SS
Diagonal A394T0 16 3 2349.70 4932.82 0.476
1.333 Member Bearing
Top Girt A394T0 16 2 1993.96 4932.82 0.404
1.333 Member Bearing
Mid Girt A394T0 16 2 2312.18 2922.37 0.791
1.333 Bolt Shear
T9 32 Leg A394T0 19 16 6836.32 9979.03 0.685
1.333 Bolt SS
Diagonal A394T0 16 2 1634.35 4932.82 0.331
1.333 Member Bearing
Top Girt A394T0 16 2 335.46 4932.82 0.068
1.333 Member Bearing
T10 30 Leg A394T0 19 16 6350.07 9979.03 0.636
1.333 Bolt SS
Diagonal A394T0 16 2 1686.47 4932.82 0.342
1.333 Member Bearing
Top Girt A394T0 16 2 1459.67 4932.82 0.296
1.333 Member Bearing
T11 27 Leg A394T0 19 16 6567.75 9979.03 0.658
1.333 Bolt SS
Diagonal A394T0 16 2 862.36 4932.82 0.175
1.333 Member Bearing
Top Girt A394T0 16 2 855.63 4932.82 0.173
1.333 Member Bearing
RRIISSAATToowweerr Job
TORRE DE 65m CUADRADA PATA=12.900m V=130 KPH
Page
44 of 51
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SAN ANDRES - CONDICION NUEVA.
Date
14:48:00 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
Section
No.
Elevation
m
Component
Type
Bolt
Grade
Bolt Size
mm
Number
Of
Bolts
Maximum
Load per
Bolt
kg
Allowable
Load
kg
Ratio
Load
Allowable
Allowable
Ratio
Criteria
T12 23 Leg A394T0 19 16 5525.98 9979.03 0.554
1.333 Bolt SS
Diagonal A394T0 16 2 2029.48 4932.82 0.411
1.333 Member Bearing
Top Girt A394T0 16 2 813.11 4932.82 0.165
1.333 Member Bearing
T13 18 Leg A394T0 19 16 5582.00 9979.03 0.559
1.333 Bolt SS
Diagonal A394T0 16 2 2129.65 4932.82 0.432
1.333 Member Bearing
Horizontal A394T0 16 2 207.39 4932.82 0.042
1.333 Member Bearing
T14 12 Leg A394T0 19 16 5377.75 9979.03 0.539
1.333 Bolt SS
Diagonal A394T0 16 4 2301.78 7399.23 0.311
1.333 Member Bearing
Top Girt A394T0 16 2 2299.67 4932.82 0.466
1.333 Member Bearing
T15 6 Leg A394T0 19 16 5455.58 9979.03 0.547
1.333 Bolt SS
Diagonal A394T0 16 3 2200.77 7399.23 0.297
1.333 Member Bearing
Horizontal A394T0 16 3 229.40 4932.82 0.047
1.333 Member Bearing
Compression Checks
Leg Design Data (Compression)
Section
No.
Elevation
m
Size
L
m
Lu
m
Kl/r
Fa
kPa
A
mm2
Actual
P
kg
Allow.
Pa
kg
Ratio
P
Pa
T1 65 - 63 L102x102x10 2.0000 2.0000 50.0 K=0.50
167932 1845 -426.84 31597.12 0.014
T2 63 - 57 L102x102x10 6.0000 2.0000 50.0
K=0.50 167932 1845 -4442.57 31597.12 0.141
T3 57 - 51 L102x102x13 6.0000 2.0000 50.3
K=0.50 167520 2419 -14416.08 41328.04 0.349
T4 51 - 45 L102x102x13 6.0000 1.5000 37.8
K=0.50 180245 2419 -33241.03 44467.58 0.748
T5 45 - 43.5 L102x102x13 1.5334 1.5334 38.6
K=0.50 179450 2419 -28554.92 44271.26 0.645
T6 43.5 - 42 L102x102x13 1.5334 1.5334 38.6
K=0.50 179450 2419 -29411.48 44271.26 0.664
T7 42 - 37 L102x102x13 5.0000 2.5000 62.9
K=0.50 153138 2419 -33334.74 37779.95 0.882
T8 37 - 32 L127x127x13 5.0000 2.5000 50.1
K=0.50 167823 3065 -47470.72 52443.46 0.905
T9 32 - 30 2L127x127x13 2.0199 2.0199 40.4
K=0.50 177670 6129 -54690.55 111041.71 0.493
T10 30 - 27 2L127x127x13 3.0298 3.0298 60.7
K=0.50 155837 6129 -50800.55 97395.83 0.522
T11 27 - 23 2L127x127x13 4.0398 4.0398 53.4
K=0.33 164186 6129 -52542.34 102614.42 0.512
T12 23 - 18 2L127x127x13 5.0497 5.0497 66.7
K=0.33 148470 6129 -44207.90 92791.87 0.476
T13 18 - 12 2L127x127x13 6.0597 6.0597 80.1
K=0.33 130963 6129 -44655.95 81850.31 0.546
RRIISSAATToowweerr Job
TORRE DE 65m CUADRADA PATA=12.900m V=130 KPH
Page
45 of 51
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SAN ANDRES - CONDICION NUEVA.
Date
14:48:00 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
Section
No.
Elevation
m
Size
L
m
Lu
m
Kl/r
Fa
kPa
A
mm2
Actual
P
kg
Allow.
Pa
kg
Ratio
P
Pa
T14 12 - 6 2L127x127x13 6.4904 6.4904 85.8 K=0.33
122945 6129 -43021.84 76839.02 0.560
T15 6 - 0 2L127x127x13 6.4904 6.4904 85.8
K=0.33 122945 6129 -43644.62 76839.02 0.568
Diagonal Design Data (Compression)
Section
No.
Elevation
m
Size
L
m
Lu
m
Kl/r
Fa
kPa
A
mm2
Actual
P
kg
Allow.
Pa
kg
Ratio
P
Pa
T1 65 - 63 L51x51x5 2.2361 1.0044 64.1 K=1.00
117418 461 -258.46 5523.17 0.047
T2 63 - 57 L51x51x5 2.2361 1.0044 64.1
K=1.00 117418 461 -1176.52 5523.17 0.213
T3 57 - 51 L51x51x5 2.2361 1.0044 64.1
K=1.00 117418 461 -2746.58 5523.17 0.497
T4 51 - 45 L51x51x5 1.8028 0.8098 80.9
K=1.00 105164 461 -3752.46 4946.74 0.759
T5 45 - 43.5 2L76x76x6 1.9497 1.0744 45.5
K=1.00 129208 1858 -7400.95 24481.11 0.302
T6 43.5 - 42 2L76x76x6 2.2597 1.2137 51.4
K=1.00 125680 1858 -2396.85 23812.52 0.101
T7 42 - 37 L76x76x6 3.1401 1.4861 62.9
K=1.00 118223 929 -5190.37 11199.83 0.463
T8 37 - 32 L76x76x6 3.1401 1.4651 62.0
K=1.00 118824 929 -7049.10 11256.71 0.626
T9 32 - 30 L102x102x6 2.9069 1.5044 47.4
K=1.00 124219 1252 -3268.71 15853.87 0.206
T10 30 - 27 L102x102x6 3.9812 2.1237 66.9
K=1.00 112344 1252 -3372.94 14338.29 0.235
T11 27 - 23 L76x76x6 4.4252 4.2768 181.0
K=1.00 31411 929 -1724.72 2975.67 0.580
T12 23 - 18 L76x76x6 5.3547 5.1772 219.2
K=1.00 21434 929 -4058.96 2030.56 1.999
KL/R > 200 (C) - 301
T13 18 - 12 L76x76x6 6.7129 6.5713 278.2 K=1.00
13305 929 -4259.30 1260.42 3.379
KL/R > 200 (C) - 313
T14 12 - 6 L102x102x10 6.9112 6.7833 217.1 K=1.00
21841 1845 -7523.10 4109.43 1.831
KL/R > 200 (C) - 330
T15 6 - 0 L102x102x10 8.9814 8.8960 146.7 K=0.33
47860 1845 -4329.89 9004.99 0.481
Horizontal Design Data (Compression)
Section
No.
Elevation
m
Size
L
m
Lu
m
Kl/r
Fa
kPa
A
mm2
Actual
P
kg
Allow.
Pa
kg
Ratio
P
Pa
RRIISSAATToowweerr Job
TORRE DE 65m CUADRADA PATA=12.900m V=130 KPH
Page
46 of 51
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SAN ANDRES - CONDICION NUEVA.
Date
14:48:00 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
Section
No.
Elevation
m
Size
L
m
Lu
m
Kl/r
Fa
kPa
A
mm2
Actual
P
kg
Allow.
Pa
kg
Ratio
P
Pa
T13 18 - 12 L76x76x6 4.7000 4.5730 193.6 K=1.00
27473 929 -414.77 2602.62 0.159
T15 6 - 0 L102x102x6 9.4000 4.6365 114.8
K=0.50 75176 1252 -688.19 9594.62 0.072
Top Girt Design Data (Compression)
Section
No.
Elevation
m
Size
L
m
Lu
m
Kl/r
Fa
kPa
A
mm2
Actual
P
kg
Allow.
Pa
kg
Ratio
P
Pa
T1 65 - 63 L64x64x5 1.0000 0.8984 71.5 K=1.00
112238 582 -4.90 6660.33 0.001
T2 63 - 57 L64x64x5 1.0000 0.8984 71.5
K=1.00 112238 582 -41.48 6660.33 0.006
T3 57 - 51 L64x64x5 1.0000 0.8984 71.5
K=1.00 112238 582 -395.22 6660.33 0.059
T4 51 - 45 L64x64x5 1.0000 0.8984 71.5
K=1.00 112238 582 -1083.32 6660.33 0.163
T5 45 - 43.5 L64x64x5 1.0000 0.8984 71.5
K=1.00 112238 582 -1741.41 6660.33 0.261
T6 43.5 - 42 L64x64x6 1.4500 1.3484 108.1
K=1.00 82211 768 -3417.11 6436.11 0.531
T7 42 - 37 L64x64x6 1.9000 1.7984 92.1
K=1.00 96229 768 -4139.69 7533.54 0.550
T8 37 - 32 L64x64x6 1.9000 1.7984 92.1
K=1.00 96229 768 -3508.26 7533.54 0.466
T9 32 - 30 L64x64x6 1.9000 1.7730 90.8
K=1.00 97304 768 -640.77 7617.72 0.084
T10 30 - 27 L64x64x6 2.3000 2.1730 111.3
K=1.00 79310 768 -2556.87 6208.96 0.412
T11 27 - 23 L64x64x6 2.9000 2.7730 71.0
K=0.50 112578 768 -1479.83 8813.48 0.168
T12 23 - 18 L76x76x6 3.7000 3.5730 237.6
K=1.00 18235 929 -1347.85 1727.53 0.780
KL/R > 200 (C) - 289
T14 12 - 6 L102x102x6 5.9000 5.7730 90.9 K=0.50
95127 1252 -4599.34 12140.99 0.379
Mid Girt Design Data (Compression)
Section
No.
Elevation
m
Size
L
m
Lu
m
Kl/r
Fa
kPa
A
mm2
Actual
P
kg
Allow.
Pa
kg
Ratio
P
Pa
T2 63 - 57 L51x51x5 1.0000 0.8984 89.8 K=1.00
98125 461 -266.76 4615.62 0.058
T3 57 - 51 L51x51x5 1.0000 0.8984 89.8
K=1.00 98125 461 -795.69 4615.62 0.172
T4 51 - 45 L51x51x5 1.0000 0.8984 89.8 98125 461 -1995.01 4615.62 0.432
RRIISSAATToowweerr Job
TORRE DE 65m CUADRADA PATA=12.900m V=130 KPH
Page
47 of 51
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SAN ANDRES - CONDICION NUEVA.
Date
14:48:00 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
Section
No.
Elevation
m
Size
L
m
Lu
m
Kl/r
Fa
kPa
A
mm2
Actual
P
kg
Allow.
Pa
kg
Ratio
P
Pa
K=1.00
T7 42 - 37 L64x64x6 1.9000 1.7984 92.1 K=1.00
96229 768 -3126.47 7533.54 0.415
T8 37 - 32 L64x64x6 1.9000 1.7730 90.8
K=1.00 97304 768 -4090.59 7617.72 0.537
Tension Checks
Leg Design Data (Tension)
Section
No.
Elevation
m
Size
L
m
Lu
m
Kl/r
Fa
kPa
A
mm2
Actual
P
kg
Allow.
Pa
kg
Ratio
P
Pa
T1 65 - 63 L102x102x10 2.0000 2.0000 64.0 224080 1422 252.92 32487.16 0.008
T2 63 - 57 L102x102x10 6.0000 2.0000 64.0 224080 1422 3886.53 32487.16 0.120
T3 57 - 51 L102x102x13 6.0000 2.0000 64.5 224080 1855 13451.20 42382.55 0.317
T4 51 - 45 L102x102x13 6.0000 1.5000 48.4 224080 1855 32779.59 42382.55 0.773
T5 45 - 43.5 L102x102x13 1.5334 1.5334 49.5 224080 1855 28134.85 42382.55 0.664
T6 43.5 - 42 L102x102x13 1.5334 1.5334 49.5 224080 1855 27358.34 42382.55 0.646
T7 42 - 37 L102x102x13 5.0000 2.5000 80.7 224080 1855 31018.70 42382.55 0.732
T8 37 - 32 L127x127x13 5.0000 2.5000 63.9 224080 2500 45160.98 57124.53 0.791
T9 32 - 30 2L127x127x13 2.0199 2.0199 80.9 206843 6129 51770.33 129273.86 0.400
T10 30 - 27 2L127x127x13 3.0298 3.0298 121.3 206843 6129 47612.24 129273.86 0.368
T11 27 - 23 2L127x127x13 4.0398 4.0398 161.8 206843 6129 48215.52 129273.86 0.373
T12 23 - 18 2L127x127x13 5.0497 5.0497 202.2 206843 6129 40952.46 129273.86 0.317
T13 18 - 12 2L127x127x13 6.0597 6.0597 242.7 206843 6129 40535.84 129273.86 0.314
T14 12 - 6 2L127x127x13 6.4904 6.4904 259.9 206843 6129 30301.70 129273.86 0.234
T15 6 - 0 2L127x127x13 6.4904 6.4904 259.9 206843 6129 29644.90 129273.86 0.229
RRIISSAATToowweerr Job
TORRE DE 65m CUADRADA PATA=12.900m V=130 KPH
Page
48 of 51
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SAN ANDRES - CONDICION NUEVA.
Date
14:48:00 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
Diagonal Design Data (Tension)
Section
No.
Elevation
m
Size
L
m
Lu
m
Kl/r
Fa
kPa
A
mm2
Actual
P
kg
Allow.
Pa
kg
Ratio
P
Pa
T1 65 - 63 L51x51x5 2.2361 1.0044 64.1 148927 461 223.02 7005.28 0.032
T2 63 - 57 L51x51x5 2.2361 1.0044 64.1 148927 461 1067.68 7005.28 0.152
T3 57 - 51 L51x51x5 2.2361 1.0044 64.1 148927 461 2607.06 7005.28 0.372
T4 51 - 45 L51x51x5 1.8028 0.8098 51.7 148927 461 3742.76 7005.28 0.534
T5 45 - 43.5 2L76x76x6 1.9497 1.0744 45.5 148927 1858 7290.55 28217.08 0.258
T6 43.5 - 42 2L76x76x6 2.2597 1.2137 51.4 148927 1858 2368.45 28217.08 0.084
T7 42 - 37 L76x76x6 3.1401 1.4861 62.9 148927 929 4784.72 14108.54 0.339
T8 37 - 32 L76x76x6 3.1401 1.4651 62.0 148927 929 6669.08 14108.54 0.473
T9 32 - 30 L102x102x6 2.9069 1.5044 47.4 148927 1252 2973.04 19007.34 0.156
T10 30 - 27 L102x102x6 3.9812 2.1237 66.9 148927 1252 2915.40 19007.34 0.153
T11 27 - 23 L76x76x6 4.4252 4.2768 181.0 148927 929 1654.12 14108.54 0.117
T12 23 - 18 L76x76x6 5.3547 5.1772 219.2 148927 929 3250.73 14108.54 0.230
T13 18 - 12 L76x76x6 6.7129 6.5713 278.2 148927 929 3232.20 14108.54 0.229
T14 12 - 6 L102x102x10 6.9112 6.7833 217.1 148927 1845 9207.16 28021.13 0.329
T15 6 - 0 L102x102x10 8.9814 8.8960 284.7 148927 1845 6602.31 28021.13 0.236
Horizontal Design Data (Tension)
Section
No.
Elevation
m
Size
L
m
Lu
m
Kl/r
Fa
kPa
A
mm2
Actual
P
kg
Allow.
Pa
kg
Ratio
P
Pa
T13 18 - 12 L76x76x6 4.7000 4.5730 193.6 148927 929 262.01 14108.54 0.019
T15 6 - 0 L102x102x6 9.4000 4.6365 292.1 148927 1252 171.38 19007.34 0.009
RRIISSAATToowweerr Job
TORRE DE 65m CUADRADA PATA=12.900m V=130 KPH
Page
49 of 51
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SAN ANDRES - CONDICION NUEVA.
Date
14:48:00 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
Top Girt Design Data (Tension)
Section
No.
Elevation
m
Size
L
m
Lu
m
Kl/r
Fa
kPa
A
mm2
Actual
P
kg
Allow.
Pa
kg
Ratio
P
Pa
T1 65 - 63 L64x64x5 1.0000 0.8984 45.5 148927 582 17.92 8837.43 0.002
T2 63 - 57 L64x64x5 1.0000 0.8984 45.5 148927 582 85.68 8837.43 0.010
T3 57 - 51 L64x64x5 1.0000 0.8984 45.5 148927 582 492.59 8837.43 0.056
T4 51 - 45 L64x64x5 1.0000 0.8984 45.5 148927 582 1229.95 8837.43 0.139
T5 45 - 43.5 L64x64x5 1.0000 0.8984 45.5 148927 582 1853.37 8837.43 0.210
T6 43.5 - 42 L64x64x6 1.4500 1.3484 69.0 148927 768 3747.92 11659.14 0.321
T7 42 - 37 L64x64x6 1.9000 1.7984 92.1 148927 768 4844.46 11659.14 0.416
T8 37 - 32 L64x64x6 1.9000 1.7984 92.1 148927 768 3987.92 11659.14 0.342
T9 32 - 30 L64x64x6 1.9000 1.7730 90.8 148927 768 670.92 11659.14 0.058
T10 30 - 27 L64x64x6 2.3000 2.1730 111.3 148927 768 2919.35 11659.14 0.250
T11 27 - 23 L64x64x6 2.9000 2.7730 142.0 148927 768 1711.26 11659.14 0.147
T12 23 - 18 L76x76x6 3.7000 3.5730 151.3 148927 929 1626.21 14108.54 0.115
T14 12 - 6 L102x102x6 5.9000 5.7730 181.8 148927 1252 1217.81 19007.34 0.064
Mid Girt Design Data (Tension)
Section
No.
Elevation
m
Size
L
m
Lu
m
Kl/r
Fa
kPa
A
mm2
Actual
P
kg
Allow.
Pa
kg
Ratio
P
Pa
T2 63 - 57 L51x51x5 1.0000 0.8984 57.3 199948 278 350.34 5666.60 0.062
T3 57 - 51 L51x51x5 1.0000 0.8984 57.3 199948 278 922.39 5666.60 0.163
T4 51 - 45 L51x51x5 1.0000 0.8984 57.3 199948 278 2189.02 5666.60 0.386
T7 42 - 37 L64x64x6 1.9000 1.7984 92.1 199948 485 3580.74 9890.31 0.362
T8 37 - 32 L64x64x6 1.9000 1.7730 90.8 199948 485 4624.38 9890.31 0.468
RRIISSAATToowweerr Job
TORRE DE 65m CUADRADA PATA=12.900m V=130 KPH
Page
50 of 51
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SAN ANDRES - CONDICION NUEVA.
Date
14:48:00 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
Section Capacity Table
Section
No.
Elevation
m
Component
Type
Size Critical
Element
P
kg
SF*Pallow
kg
%
Capacity
Pass
Fail
T1 65 - 63 Leg L102x102x10 3 -426.84 42118.96 1.0 1.6 (b)
Pass
Diagonal L51x51x5 10 -258.46 7362.38 3.5 Pass Top Girt L64x64x5 6 17.92 11780.30 0.2
0.2 (b) Pass
T2 63 - 57 Leg L102x102x10 19 -4442.57 42118.96 10.5 Pass Diagonal L51x51x5 32 -1176.52 7362.38 16.0 Pass Top Girt L64x64x5 22 85.68 11780.30 0.7
0.9 (b) Pass
Mid Girt L51x51x5 26 350.34 7553.57 4.6 Pass T3 57 - 51 Leg L102x102x13 59 -14416.08 55090.27 26.2 Pass
Diagonal L51x51x5 73 -2746.58 7362.38 37.3 Pass Top Girt L64x64x5 64 -395.22 8878.21 4.5
5.0 (b) Pass
Mid Girt L51x51x5 68 -795.69 6152.62 12.9 Pass T4 51 - 45 Leg L102x102x13 97 32779.59 56495.94 58.0 Pass
Diagonal L51x51x5 113 -3752.46 6594.01 56.9 Pass Top Girt L64x64x5 101 -1083.32 8878.21 12.2
12.5 (b) Pass
Mid Girt L51x51x5 105 -1995.01 6152.62 32.4 Pass T5 45 - 43.5 Leg L102x102x13 149 28134.85 56495.94 49.8
53.7 (b) Pass
Diagonal 2L76x76x6 159 -7400.95 32633.32 22.7 Pass Top Girt L64x64x5 153 -1741.41 8878.21 19.6 Pass
T6 43.5 - 42 Leg L102x102x13 167 -29411.48 59013.59 49.8 55.3 (b)
Pass
Diagonal 2L76x76x6 175 -2396.85 31742.09 7.6 Pass Top Girt L64x64x6 169 -3417.11 8579.34 39.8 Pass
T7 42 - 37 Leg L102x102x13 183 -33334.74 50360.67 66.2 Pass Diagonal L76x76x6 197 -5190.37 14929.38 34.8 Pass Top Girt L64x64x6 185 -4139.69 10042.20 41.2 Pass Mid Girt L64x64x6 189 -3126.47 10042.20 31.1
46.0 (b) Pass
T8 37 - 32 Leg L127x127x13 211 -47470.72 69907.13 67.9 Pass Diagonal L76x76x6 225 -7049.10 15005.20 47.0 Pass Top Girt L64x64x6 213 -3508.26 10042.20 34.9 Pass Mid Girt L64x64x6 217 -4090.59 10154.42 40.3
59.4 (b) Pass
T9 32 - 30 Leg 2L127x127x13 239 -54690.55 148018.60 36.9 51.4 (b)
Pass
Diagonal L102x102x6 247 -3268.71 21133.21 15.5 24.9 (b)
Pass
Top Girt L64x64x6 241 -640.77 10154.42 6.3 Pass T10 30 - 27 Leg 2L127x127x13 255 -50800.55 129828.64 39.1
47.7 (b) Pass
Diagonal L102x102x6 263 -3372.94 19112.93 17.6 25.6 (b)
Pass
Top Girt L64x64x6 257 -2556.87 8276.54 30.9 Pass T11 27 - 23 Leg 2L127x127x13 271 -52542.34 136785.01 38.4
49.4 (b) Pass
Diagonal L76x76x6 279 -1724.72 3966.57 43.5 Pass Top Girt L64x64x6 273 -1479.83 11748.37 12.6
13.0 (b) Pass
T12 23 - 18 Leg 2L127x127x13 287 -44207.90 123691.56 35.7 41.5 (b)
Pass
Diagonal L76x76x6 301 -4058.96 2706.74 150.0 Fail Top Girt L76x76x6 289 -1347.85 2302.79 58.5 Pass
T13 18 - 12 Leg 2L127x127x13 307 -44655.95 109106.46 40.9 Pass
RRIISSAATToowweerr Job
TORRE DE 65m CUADRADA PATA=12.900m V=130 KPH
Page
51 of 51
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SAN ANDRES - CONDICION NUEVA.
Date
14:48:00 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
Section
No.
Elevation
m
Component
Type
Size Critical
Element
P
kg
SF*Pallow
kg
%
Capacity
Pass
Fail
42.0 (b) Diagonal L76x76x6 313 -4259.30 1680.14 253.5 Fail Horizontal L76x76x6 293 -414.77 3469.29 12.0 Pass
T14 12 - 6 Leg 2L127x127x13 319 -43021.84 102426.41 42.0 Pass Diagonal L102x102x10 330 -7523.10 5477.87 137.3 Fail Top Girt L102x102x6 322 -4599.34 16183.94 28.4
35.0 (b) Pass
T15 6 - 0 Leg 2L127x127x13 339 -43644.62 102426.41 42.6 Pass Diagonal L102x102x10 346 -4329.89 12003.65 36.1 Pass Horizontal L102x102x6 325 -688.19 12789.62 5.4 Pass Summary Leg (T8) 67.9 Pass Diagonal
(T13) 253.5 Fail
Horizontal (T13)
12.0 Pass
Top Girt (T12)
58.5 Pass
Mid Girt (T8)
59.4 Pass
Bolt Checks 59.4 Pass RATING = 253.5 Fail
Program Version 5.4.1.8 - 4/8/2010 File:D:/CALCULO ESTRUCTURAL TORRE CUADRADA H=65m C. NUEVA EB. SIMON BOLIVAR.eri
I. P. DOLMEN S.A.
Calle 101 No. 70 G - 25.
BOGOTA D.C., - COLOMBIA. Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Job: DIAGRAMA DE DEFLEXIONES-TC65m PATA=12.900m V=130 KPH
Project: EVALUACION ESTRUCTURAL EB. SAN ANDRES - CONDICION NUEVA.
Client: RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Drawn by: Ing. C. Londoño M. App'd:
Code: TIA/EIA-222-F Date: 09/16/13 Scale: NTS Path:
D:\eeffca 2gop792bt9d5n0015ee\C1\ARC DOLMEN\EVALUACIONES\TC65m EB. SIMON BOLIVAR\TC65m C. NUEVA EB. SIMON BOLIVAR\TC65m C. NUEVA EB. SIMON BOLIVAR.eri
Dwg No. E-5
TIA/EIA-222-F - Service - 65 kph Maximum Values
0
0
50
50
100
100
150
150
Deflection (mm)
65.0000
63.0000
57.0000
51.0000
45.0000
43.5000
42.0000
37.0000
32.0000
30.0000
27.0000
23.0000
18.0000
12.0000
6.0000
0.0000
Ele
va
tio
n (
m)
0
0
0.5
0.5
Tilt (deg)0
0
0.05
0.05
0.1
0.1
Twist (deg)
65.0000
63.0000
57.0000
51.0000
45.0000
43.5000
42.0000
37.0000
32.0000
30.0000
27.0000
23.0000
18.0000
12.0000
6.0000
0.0000
I. P. DOLMEN S.A.
Calle 101 No. 70 G - 25.
BOGOTA D.C., - COLOMBIA. Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Job: DIAGRAMA CABLES GUIA DE ONDA-TC65m PATA=12.900m V=130 KPH
Project: EVALUACION ESTRUCTURAL EB. SAN ANDRES - CONDICION NUEVA.
Client: RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Drawn by: Ing. C. Londoño M. App'd:
Code: TIA/EIA-222-F Date: 09/16/13 Scale: NTS Path:
D:\eeffca 2gop792bt9d5n0015ee\C1\ARC DOLMEN\EVALUACIONES\TC65m EB. SIMON BOLIVAR\TC65m C. NUEVA EB. SIMON BOLIVAR\TC65m C. NUEVA EB. SIMON BOLIVAR.eri
Dwg No. E-7
Feedline Distribution Chart
0.0000 - 65.0000Round Flat App In Face App Out Face Truss Leg
Face A
63.0000
57.0000
51.0000
45.0000
43.5000
42.0000
37.0000
32.0000
30.0000
27.0000
23.0000
18.0000
12.0000
6.0000
0.0000
65.0000
Ele
va
tio
n (
m)
Face B
58.5000
57.5000
56.5000
41.5000
40.5000
39.5000
52.5000
38.5000
34.5000
64.0000
Face C
58.5000
57.5000
56.5000
41.5000
40.5000
39.5000
52.5000
38.5000
34.5000
64.0000
Face D
63.0000
57.0000
51.0000
45.0000
43.5000
42.0000
37.0000
32.0000
30.0000
27.0000
23.0000
18.0000
12.0000
6.0000
0.0000
65.0000
58.5000
57.5000
56.5000
41.5000
40.5000
39.5000
52.5000
38.5000
34.5000
64.0000
(4)
1/2
(8 A
NT
TV
E)
(4)
1/2
(8 A
NT
TV
E)
(4)
1/2
(4 A
NT
TV
E)
(2)
1/2
(2 A
NT
TV
E)
(2)
1/2
(2 A
NT
TV
E)
1/2
(1 A
NT
TV
E)
7/8
(1 A
NT
MW
E)
7/8
(1 A
NT
GR
IP E
)
7/8
(1 A
NT
MW
E)
(2)
1 (
2 A
T15-2
50 N
)
(2)
1 (
2 A
T15-2
50 N
)
1 (
1 A
T15-2
50 N
)
I. P. DOLMEN S.A.
Calle 101 No. 70 G - 25.
BOGOTA D.C., - COLOMBIA. Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Job: DIAGRAMA DE ESFUERZOS-TC65m PATA=12.900m V=130 KPH
Project: EVALUACION ESTRUCTURAL EB. SAN ANDRES - CONDICION NUEVA.
Client: RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Drawn by: Ing. C. Londoño M. App'd:
Code: TIA/EIA-222-F Date: 09/16/13 Scale: NTS Path:
D:\eeffca 2gop792bt9d5n0015ee\C1\ARC DOLMEN\EVALUACIONES\TC65m EB. SIMON BOLIVAR\TC65m C. NUEVA EB. SIMON BOLIVAR\TC65m C. NUEVA EB. SIMON BOLIVAR.eri
Dwg No. E-8
Stress Distribution Chart
0.0000 - 65.0000> 100% 90%-100% 75%-90% 50%-75% < 50% Overstress
Face A Face B Face C Face D
63.0000
57.0000
51.0000
45.0000
43.5000
42.0000
37.0000
32.0000
30.0000
27.0000
23.0000
18.0000
12.0000
6.0000
0.0000
65.0000
Ele
va
tio
n (
m)
63.0000
57.0000
51.0000
45.0000
43.5000
42.0000
37.0000
32.0000
30.0000
27.0000
23.0000
18.0000
12.0000
6.0000
0.0000
65.0000
DOLMEN Integración de Proyectos
Calle 1010 No. 70G-25 PBX: +(571) 226 9999
comercial@ipdolmen.com gerencia@ipdolmen.com
CONDICION NUEVA + REFUERZO.
EB. SIMON BOLIVAR.
I. P. DOLMEN S.A.
Calle 101 No. 70 G - 25.
BOGOTA D.C., - COLOMBIA. Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Job: SILUETA DE CALCULO-TC65m PATA=12.900m V=130 KPH
Project: EVALUACION ESTRUCTURAL EB. SIMON BOLIVAR - CONDICION NUEVA + REFUERZO.
Client: RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Drawn by: Ing. C. Londoño M. App'd:
Code: TIA/EIA-222-F Date: 09/16/13 Scale: NTS Path:
D:\eeffca 2gop792bt9d5n0015ee\C1\ARC DOLMEN\EVALUACIONES\TC65m EB. SIMON BOLIVAR\TC65m C. NUEVA+REF EB. SIMON BOLIVAR\TC65m C. NUEVA+REF EB. SIMON BOLIVAR.eri
Dwg No. E-1
65.0 m
63.0 m
57.0 m
51.0 m
45.0 m
43.5 m
42.0 m
37.0 m
32.0 m
30.0 m
27.0 m
23.0 m
18.0 m
12.0 m
6.0 m
0.0 m
REACTIONS - 130 kph WINDTORQUE 3869 kg-m
17303 kgSHEAR
583072 kg-mMOMENT
25092 kgAXIAL
SHEAR: 14058 kgUPLIFT: -26137 kgDOWN: 37785 kg
MAX. CORNER REACTIONS AT BASE:
S
ection
T1
T2
T3
T4
T5
T6
T7
T8
T9
T10
T11
T12
T13
T14
T15
Legs
L102x102x10
L102x102x13
L127x127x13
2L127x127x13
Leg G
rade
A572-5
0
D
iagonals
L51x51x5
2L76x76x6
L76x76x6
L102x102x6
L76x76x6
L102x102x10
D
iagonal G
rade
A36
T
op G
irts
L64x64x5
L64x64x6
L76x76x6
N.A
.L102x102x6
N.A
.
M
id G
irts
N.A
.L51x51x5
N.A
.L64x64x6
N.A
.
H
orizonta
lsN
.A.
L76x76x6
N.A
.L102x102x6
F
ace W
idth
(m
)1
1.4
51.9
2.3
2.9
3.7
4.7
5.9
9.4
12.9
# P
anels
@ (
m)
7 @
26 @
1.5
4 @
2.5
1 @
21 @
31 @
41 @
53 @
6
W
eig
ht (k
g)
298.4
883.7
1045.9
1089.5
543.3
622.6
1256.6
1408.5
994.4
1427.0
1658.1
2088.0
2542.1
3422.3
3988.4
23268.9
CxMANTENIMIENTO 99AT15-250 (N) 65AT15-250 (N) 65AT15-250 (N) 65AT15-250 (N) 64AT15-250 (N) 64ANT OMNI L=3m (E) 63.52 ANT TV 0.30x1.20m (E) 58.52 ANT TV 0.30x1.20m (E) 58.52 ANT TV 0.30x1.20m (E) 58.52 ANT TV 0.30x1.20m (E) 58.52 ANT TV 0.30x1.20m (E) 57.52 ANT TV 0.30x1.20m (E) 57.52 ANT TV 0.30x1.20m (E) 57.52 ANT TV 0.30x1.20m (E) 57.51 ANT TV 0.30x1.20m (E) 56.51 ANT TV 0.30x1.20m (E) 56.51 ANT TV 0.30x1.20m (E) 56.51 ANT TV 0.30x1.20m (E) 56.5HP8-102 (1 ANT MW Ø2.40m E) 52.52 ANT TV 0.30x1.20m (E) 41.52 ANT TV 0.30x1.20m (E) 40.51 ANT TV 0.30x1.20m (E) 39.5KP8F-13 (1 ANT GRIP Ø2.40m E) 38.5HP8-102 (1 ANT MW Ø2.40m E) 34.5DESIGNED APPURTENANCE LOADING
TYPE TYPEELEVATION ELEVATIONCxMANTENIMIENTO 99
AT15-250 (N) 65
AT15-250 (N) 65
AT15-250 (N) 65
AT15-250 (N) 64
AT15-250 (N) 64
ANT OMNI L=3m (E) 63.5
2 ANT TV 0.30x1.20m (E) 58.5
2 ANT TV 0.30x1.20m (E) 58.5
2 ANT TV 0.30x1.20m (E) 58.5
2 ANT TV 0.30x1.20m (E) 58.5
2 ANT TV 0.30x1.20m (E) 57.5
2 ANT TV 0.30x1.20m (E) 57.5
2 ANT TV 0.30x1.20m (E) 57.5
2 ANT TV 0.30x1.20m (E) 57.5
1 ANT TV 0.30x1.20m (E) 56.5
1 ANT TV 0.30x1.20m (E) 56.5
1 ANT TV 0.30x1.20m (E) 56.5
1 ANT TV 0.30x1.20m (E) 56.5
HP8-102 (1 ANT MW Ø2.40m E) 52.5
2 ANT TV 0.30x1.20m (E) 41.5
2 ANT TV 0.30x1.20m (E) 40.5
1 ANT TV 0.30x1.20m (E) 39.5
KP8F-13 (1 ANT GRIP Ø2.40m E) 38.5
HP8-102 (1 ANT MW Ø2.40m E) 34.5
MATERIAL STRENGTHGRADE GRADEFy FyFu Fu
A572-50 344738 kPa 448159 kPa A36 248211 kPa 399896 kPa
TOWER DESIGN NOTES1. Tower designed for a 130 kph basic wind in accordance with the TIA/EIA-222-F Standard.2. Deflections are based upon a 65 kph wind.3. Weld together tower sections have flange connections.4. Connections use galvanized A-394 T0 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 ER-70S-6 electrodes.7. TOWER RATING: 68.1%
RRIISSAATToowweerr Job
TORRE DE 65m-CUADRADA PATA=12.900m V=130 KPH
Page
1 of 51
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SIMON BOLIVAR - CONDICION NUEVA + REFUERZO.
Date
14:58:37 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
SALIDA 3 - DATOS DE ENTRADA Y SALIDA DE LOS ANALISIS Y DISEÑOS.
Tower Input Data
The main tower is a 4x free standing tower with an overall height of 65.0000 m above the ground line. The base of the tower is set at an elevation of 0.0000 m above the ground line. The face width of the tower is 1.0000 m at the top and 12.9000 m at the base. This tower is designed using the TIA/EIA-222-F standard. The following design criteria apply:
Basic wind speed of 130 kph. Deflections calculated using a wind speed of 65 kph. Weld together tower sections have flange connections. Connections use galvanized A-394 T0 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 ER-70S-6 electrodes. A non-linear (P-delta) analysis was used. Pressures are calculated at each section. Stress ratio used in tower member design is 1.333. Local bending stresses due to climbing loads, feedline supports, and appurtenance mounts are not considered.
Options
Consider Moments - Legs √ Distribute Leg Loads As Uniform √ Treat Feedline Bundles As Cylinder Consider Moments - Horizontals Assume Legs Pinned Use ASCE 10 X-Brace Ly Rules Consider Moments - Diagonals √ Assume Rigid Index Plate Calculate Redundant Bracing Forces Use Moment Magnification √ Use Clear Spans For Wind Area Ignore Redundant Members in FEA Use Code Stress Ratios √ Use Clear Spans For KL/r √ SR Leg Bolts Resist Compression Use Code Safety Factors - Guys Retension Guys To Initial Tension √ All Leg Panels Have Same Allowable Escalate Ice √ Bypass Mast Stability Checks Offset Girt At Foundation Always Use Max Kz Use Azimuth Dish Coefficients √ Consider Feedline Torque Use Special Wind Profile √ Project Wind Area of Appurt. √ Include Angle Block Shear Check √ Include Bolts In Member Capacity √ Autocalc Torque Arm Areas Poles √ Leg Bolts Are At Top Of Section SR Members Have Cut Ends Include Shear-Torsion Interaction Secondary Horizontal Braces Leg Sort Capacity Reports By Component Always Use Sub-Critical Flow Use Diamond Inner Bracing (4 Sided) Triangulate Diamond Inner Bracing Use Top Mounted Sockets Add IBC .6D+W Combination
RRIISSAATToowweerr Job
TORRE DE 65m-CUADRADA PATA=12.900m V=130 KPH
Page
2 of 51
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SIMON BOLIVAR - CONDICION NUEVA + REFUERZO.
Date
14:58:37 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
Leg C Leg D
Fac
e A
Face B
Face D
Square Tower
Fac
e 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 65.0000-63.0000 1.0000 1 2.0000 T2 63.0000-57.0000 1.0000 1 6.0000 T3 57.0000-51.0000 1.0000 1 6.0000 T4 51.0000-45.0000 1.0000 1 6.0000 T5 45.0000-43.5000 1.0000 1 1.5000 T6 43.5000-42.0000 1.4500 1 1.5000 T7 42.0000-37.0000 1.9000 1 5.0000 T8 37.0000-32.0000 1.9000 1 5.0000 T9 32.0000-30.0000 1.9000 1 2.0000 T10 30.0000-27.0000 2.3000 1 3.0000 T11 27.0000-23.0000 2.9000 1 4.0000 T12 23.0000-18.0000 3.7000 1 5.0000 T13 18.0000-12.0000 4.7000 1 6.0000 T14 12.0000-6.0000 5.9000 1 6.0000 T15 6.0000-0.0000 9.4000 1 6.0000
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 65.0000-63.0000 2.0000 X Brace No No 0 0 T2 63.0000-57.0000 2.0000 X Brace No No 0 0 T3 57.0000-51.0000 2.0000 X Brace No No 0 0 T4 51.0000-45.0000 1.5000 X Brace No No 0 0
RRIISSAATToowweerr Job
TORRE DE 65m-CUADRADA PATA=12.900m V=130 KPH
Page
3 of 51
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SIMON BOLIVAR - CONDICION NUEVA + REFUERZO.
Date
14:58:37 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
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
T5 45.0000-43.5000 1.5000 X Brace No No 0 0 T6 43.5000-42.0000 1.5000 X Brace No No 0 0 T7 42.0000-37.0000 2.5000 X Brace No No 0 0 T8 37.0000-32.0000 2.5000 X Brace No No 0 0 T9 32.0000-30.0000 2.0000 X Brace No No 0 0 T10 30.0000-27.0000 3.0000 X Brace No No 0 0 T11 27.0000-23.0000 4.0000 K Brace Down No Yes 0 0 T12 23.0000-18.0000 5.0000 K Brace Up No Yes 0 0 T13 18.0000-12.0000 6.0000 K Brace Down No Yes 0 0 T14 12.0000-6.0000 6.0000 K Brace Up No Yes 0 0 T15 6.0000-0.0000 6.0000 K Brace Down No Yes 0 0
Tower Section Geometry (cont’d)
Tower
Elevation
m
Leg
Type
Leg
Size
Leg
Grade
Diagonal
Type
Diagonal
Size
Diagonal
Grade
T1 65.0000-63.0000
Equal Angle L102x102x10 A572-50 (344738 kPa)
Equal Angle L51x51x5 A36 (248211 kPa)
T2 63.0000-57.0000
Equal Angle L102x102x10 A572-50 (344738 kPa)
Equal Angle L51x51x5 A36 (248211 kPa)
T3 57.0000-51.0000
Equal Angle L102x102x13 A572-50 (344738 kPa)
Equal Angle L51x51x5 A36 (248211 kPa)
T4 51.0000-45.0000
Equal Angle L102x102x13 A572-50 (344738 kPa)
Equal Angle L51x51x5 A36 (248211 kPa)
T5 45.0000-43.5000
Equal Angle L102x102x13 A572-50 (344738 kPa)
Double Angle 2L76x76x6 A36 (248211 kPa)
T6 43.5000-42.0000
Equal Angle L102x102x13 A572-50 (344738 kPa)
Double Angle 2L76x76x6 A36 (248211 kPa)
T7 42.0000-37.0000
Equal Angle L102x102x13 A572-50 (344738 kPa)
Equal Angle L76x76x6 A36 (248211 kPa)
T8 37.0000-32.0000
Equal Angle L127x127x13 A572-50 (344738 kPa)
Equal Angle L76x76x6 A36 (248211 kPa)
T9 32.0000-30.0000
Arbitrary Shape 2L127x127x13 A572-50 (344738 kPa)
Equal Angle L102x102x6 A36 (248211 kPa)
T10 30.0000-27.0000
Arbitrary Shape 2L127x127x13 A572-50 (344738 kPa)
Equal Angle L102x102x6 A36 (248211 kPa)
T11 27.0000-23.0000
Arbitrary Shape 2L127x127x13 A572-50 (344738 kPa)
Equal Angle L76x76x6 A36 (248211 kPa)
T12 23.0000-18.0000
Arbitrary Shape 2L127x127x13 A572-50 (344738 kPa)
Equal Angle L76x76x6 A36 (248211 kPa)
T13 18.0000-12.0000
Arbitrary Shape 2L127x127x13 A572-50 (344738 kPa)
Equal Angle L76x76x6 A36 (248211 kPa)
T14 12.0000-6.0000
Arbitrary Shape 2L127x127x13 A572-50 (344738 kPa)
Equal Angle L102x102x10 A36 (248211 kPa)
T15 6.0000-0.0000
Arbitrary Shape 2L127x127x13 A572-50 (344738 kPa)
Equal Angle L102x102x10 A36 (248211 kPa)
RRIISSAATToowweerr Job
TORRE DE 65m-CUADRADA PATA=12.900m V=130 KPH
Page
4 of 51
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SIMON BOLIVAR - CONDICION NUEVA + REFUERZO.
Date
14:58:37 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
Tower Section Geometry (cont’d)
Tower
Elevation
m
Top Girt
Type
Top Girt
Size
Top Girt
Grade
Bottom Girt
Type
Bottom Girt
Size
Bottom Girt
Grade
T1 65.0000-63.0000
Equal Angle L64x64x5 A36 (248211 kPa)
Equal Angle A36 (248211 kPa)
T2 63.0000-57.0000
Equal Angle L64x64x5 A36 (248211 kPa)
Equal Angle A36 (248211 kPa)
T3 57.0000-51.0000
Equal Angle L64x64x5 A36 (248211 kPa)
Equal Angle A36 (248211 kPa)
T4 51.0000-45.0000
Equal Angle L64x64x5 A36 (248211 kPa)
Equal Angle A36 (248211 kPa)
T5 45.0000-43.5000
Equal Angle L64x64x5 A36 (248211 kPa)
Equal Angle A36 (248211 kPa)
T6 43.5000-42.0000
Equal Angle L64x64x6 A36 (248211 kPa)
Equal Angle A36 (248211 kPa)
T7 42.0000-37.0000
Equal Angle L64x64x6 A36 (248211 kPa)
Equal Angle A36 (248211 kPa)
T8 37.0000-32.0000
Equal Angle L64x64x6 A36 (248211 kPa)
Equal Angle A36 (248211 kPa)
T9 32.0000-30.0000
Equal Angle L64x64x6 A36 (248211 kPa)
Equal Angle A36 (248211 kPa)
T10 30.0000-27.0000
Equal Angle L64x64x6 A36 (248211 kPa)
Equal Angle A36 (248211 kPa)
T11 27.0000-23.0000
Equal Angle L64x64x6 A36 (248211 kPa)
Single Angle A36 (248211 kPa)
T12 23.0000-18.0000
Equal Angle L76x76x6 A36 (248211 kPa)
Single Angle A36 (248211 kPa)
T14 12.0000-6.0000
Equal Angle L102x102x6 A36 (248211 kPa)
Single Angle A36 (248211 kPa)
Tower Section Geometry (cont’d)
Tower
Elevation
m
No.
of
Mid
Girts
Mid Girt
Type
Mid Girt
Size
Mid Girt
Grade
Horizontal
Type
Horizontal
Size
Horizontal
Grade
T2 63.0000-57.0000
3 Equal Angle L51x51x5 A36 (248211 kPa)
Equal Angle A36 (248211 kPa)
T3 57.0000-51.0000
3 Equal Angle L51x51x5 A36 (248211 kPa)
Equal Angle A36 (248211 kPa)
T4 51.0000-45.0000
3 Equal Angle L51x51x5 A36 (248211 kPa)
Equal Angle A36 (248211 kPa)
T7 42.0000-37.0000
1 Equal Angle L64x64x6 A36 (248211 kPa)
Solid Round A36 (248211 kPa)
T8 37.0000-32.0000
1 Equal Angle L64x64x6 A36 (248211 kPa)
Solid Round A36 (248211 kPa)
T11 27.0000-23.0000
None Equal Angle A36 (248211 kPa)
Equal Angle L64x64x6 A36 (248211 kPa)
T12 23.0000-18.0000
None Equal Angle A36 (248211 kPa)
Equal Angle L76x76x6 A36 (248211 kPa)
T13 18.0000-12.0000
None Equal Angle A36 (248211 kPa)
Equal Angle L76x76x6 A36 (248211 kPa)
T14 12.0000-6.0000
None Equal Angle A36 (248211 kPa)
Equal Angle L102x102x6 A36 (248211 kPa)
T15 6.0000-0.0000
None Equal Angle A36 (248211 kPa)
Equal Angle L102x102x6 A36 (248211 kPa)
RRIISSAATToowweerr Job
TORRE DE 65m-CUADRADA PATA=12.900m V=130 KPH
Page
5 of 51
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SIMON BOLIVAR - CONDICION NUEVA + REFUERZO.
Date
14:58:37 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
Tower Section Geometry (cont’d)
Tower
Elevation
m
Gusset
Area
(per face)
m2
Gusset
Thickness
mm
Gusset Grade Adjust. Factor
Af
Adjust.
Factor
Ar
Weight Mult.
Double Angle
Stitch Bolt
Spacing
Diagonals
mm
Double Angle
Stitch Bolt
Spacing
Horizontals
mm
T1 65.0000-63.00
00
0.0000 0 A36 (248211 kPa)
1.1 1 1.5 0 0
T2 63.0000-57.00
00
0.0000 0 A36 (248211 kPa)
1.1 1 1.5 0 0
T3 57.0000-51.00
00
0.0000 0 A36 (248211 kPa)
1.1 1 1.5 0 0
T4 51.0000-45.00
00
0.0000 0 A36 (248211 kPa)
1.1 1 1.5 0 0
T5 45.0000-43.50
00
0.0000 0 A36 (248211 kPa)
1.1 1 1.5 0 0
T6 43.5000-42.00
00
0.0000 0 A36 (248211 kPa)
1.1 1 1.5 0 0
T7 42.0000-37.00
00
0.0000 0 A36 (248211 kPa)
1.1 1 1.5 0 0
T8 37.0000-32.00
00
0.0000 0 A36 (248211 kPa)
1.1 1 1.5 0 0
T9 32.0000-30.00
00
0.0000 0 A36 (248211 kPa)
1.1 1 1.5 0 0
T10 30.0000-27.00
00
0.0000 0 A36 (248211 kPa)
1.1 1 1.5 0 0
T11 27.0000-23.00
00
0.0000 0 A36 (248211 kPa)
1.2 1 1.5 0 0
T12 23.0000-18.00
00
0.0000 0 A36 (248211 kPa)
1.2 1 1.5 0 0
T13 18.0000-12.00
00
0.0000 0 A36 (248211 kPa)
1.2 1 1.5 0 0
T14 12.0000-6.000
0
0.0000 0 A36 (248211 kPa)
1.2 1 1.5 0 0
T15 6.0000-0.0000
0.0000 0 A36 (248211 kPa)
1.2 1 1.5 0 0
RRIISSAATToowweerr Job
TORRE DE 65m-CUADRADA PATA=12.900m V=130 KPH
Page
6 of 51
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SIMON BOLIVAR - CONDICION NUEVA + REFUERZO.
Date
14:58:37 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
Tower Section Geometry (cont’d)
K Factors1
Tower
Elevation
m
Calc
K
Single
Angles
Calc
K
Solid
Rounds
Legs X
Brace
Diags
X
Y
K
Brace
Diags
X
Y
Single
Diags
X
Y
Girts
X
Y
Horiz.
X
Y
Sec.
Horiz.
X
Y
Inner
Brace
X
Y
T1 65.0000-63.00
00
No No 0.5 1 0.5
1 1
1 1
1 1
1 1
1 1
1 1
T2 63.0000-57.00
00
No No 0.5 1 0.5
1 1
1 1
1 1
1 1
1 1
1 1
T3 57.0000-51.00
00
No No 0.5 1 0.5
1 1
1 1
1 1
1 1
1 1
1 1
T4 51.0000-45.00
00
No No 0.5 1 1
1 0.5
1 1
1 1
1 1
1 1
1 1
T5 45.0000-43.50
00
No No 0.5 1 1
1 0.5
1 1
1 1
1 1
1 1
1 1
T6 43.5000-42.00
00
No No 0.5 1 0.5
1 1
1 1
1 1
1 1
1 1
1 1
T7 42.0000-37.00
00
No No 0.5 1 0.5
1 1
1 1
1 0.5
1 1
1 1
1 1
T8 37.0000-32.00
00
No No 0.5 1 0.5
1 1
1 1
1 0.5
1 1
1 1
1 1
T9 32.0000-30.00
00
No No 0.5 1 0.5
1 1
1 1
1 0.5
1 1
1 1
1 1
T10 30.0000-27.00
00
No No 0.5 1 0.5
1 1
1 1
1 0.5
1 1
1 1
1 1
T11 27.0000-23.00
00
No No 0.33 1 1
1 0.33
1 1
0.5 0.5
1 1
1 1
1 1
T12 23.0000-18.00
00
No No 0.33 1 1
0.33 0.33
1 1
1 1
1 0.5
1 1
1 1
T13 18.0000-12.00
00
No No 0.33 1 1
0.33 0.33
1 1
0.5 0.25
1 1
1 1
1 1
T14 12.0000-6.000
0
No No 0.33 1 1
0.33 0.33
1 1
0.5 0.25
1 1
1 1
1 1
T15 6.0000-0.0000
No No 0.33 1 1
0.33 0.33
1 1
0.5 0.25
0.5 0.25
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.
RRIISSAATToowweerr Job
TORRE DE 65m-CUADRADA PATA=12.900m V=130 KPH
Page
7 of 51
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SIMON BOLIVAR - CONDICION NUEVA + REFUERZO.
Date
14:58:37 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
Tower Section Geometry (cont’d)
Tower
Elevation
m
Leg Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Horizontal
Net Width
Deduct
mm
U
Net Width
Deduct
mm
U
Net Width
Deduct
mm
U
Net
Width
Deduct
mm
U
Net
Width
Deduct
mm
U
Net
Width
Deduct
mm
U
Net
Width
Deduct
mm
U
T1 65.0000-63.00
00
0 1 0 1 0 1 0 1 0 0.75 0 1 0 0.75
T2 63.0000-57.00
00
0 1 0 1 0 1 0 1 0 0.75 0 1 0 0.75
T3 57.0000-51.00
00
0 1 0 1 0 1 0 1 0 0.75 0 1 0 0.75
T4 51.0000-45.00
00
0 1 0 1 0 1 0 1 0 0.75 0 1 0 0.75
T5 45.0000-43.50
00
0 1 0 1 0 1 0 1 0 0.75 0 1 0 0.75
T6 43.5000-42.00
00
0 1 0 1 0 1 0 1 0 0.75 0 1 0 0.75
T7 42.0000-37.00
00
0 1 0 1 0 1 0 1 0 0.75 0 1 0 0.75
T8 37.0000-32.00
00
0 1 0 1 0 1 0 1 0 0.75 0 1 0 0.75
T9 32.0000-30.00
00
0 1 0 1 0 1 0 1 0 0.75 0 1 0 0.75
T10 30.0000-27.00
00
0 1 0 1 0 1 0 1 0 0.75 0 1 0 0.75
T11 27.0000-23.00
00
0 1 0 1 0 1 0 1 0 0.75 0 1 0 0.75
T12 23.0000-18.00
00
0 1 0 1 0 1 0 1 0 0.75 0 1 0 0.75
T13 18.0000-12.00
00
0 1 0 1 0 1 0 1 0 0.75 0 1 0 0.75
T14 12.0000-6.000
0
0 1 0 1 0 1 0 1 0 0.75 0 1 0 0.75
T15 6.0000-0.0000
0 1 0 1 0 1 0 1 0 0.75 0 1 0 0.75
RRIISSAATToowweerr Job
TORRE DE 65m-CUADRADA PATA=12.900m V=130 KPH
Page
8 of 51
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SIMON BOLIVAR - CONDICION NUEVA + REFUERZO.
Date
14:58:37 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
Tower Section Geometry (cont’d)
Tower
Elevation
m
Leg
Connection
Type
Leg Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Horizontal
Bolt Size
mm
No. Bolt Size
mm
No. Bolt Size
mm
No. Bolt Size
mm
No. Bolt Size
mm
No. Bolt Size
mm
No. Bolt Size
mm
No.
T1 65.0000-63.00
00
Sleeve SS 19 A394T0
4 16 A394T0
2 16 A394T0
2 16 A394T0
0 16 A394T0
2 16 A394T0
0 16 A394T0
0
T2 63.0000-57.00
00
Sleeve SS 19 A394T0
8 16 A394T0
2 16 A394T0
2 16 A394T0
0 16 A394T0
2 16 A394T0
0 16 A394T0
0
T3 57.0000-51.00
00
Sleeve SS 19 A394T0
8 16 A394T0
2 16 A394T0
2 16 A394T0
0 16 A394T0
2 16 A394T0
0 16 A394T0
0
T4 51.0000-45.00
00
Sleeve SS 19 A394T0
8 16 A394T0
2 16 A394T0
2 16 A394T0
0 16 A394T0
2 16 A394T0
0 16 A394T0
0
T5 45.0000-43.50
00
Sleeve SS 19 A394T0
8 16 A394T0
3 16 A394T0
2 16 A394T0
0 16 A394T0
2 16 A394T0
0 16 A394T0
0
T6 43.5000-42.00
00
Sleeve SS 19 A394T0
8 16 A394T0
3 16 A394T0
2 16 A394T0
0 16 A394T0
2 16 A394T0
0 16 A394T0
0
T7 42.0000-37.00
00
Sleeve SS 19 A394T0
8 16 A394T0
3 16 A394T0
2 16 A394T0
0 16 A394T0
2 16 A394T0
0 16 A394T0
0
T8 37.0000-32.00
00
Sleeve SS 19 A394T0
16 16 A394T0
3 16 A394T0
2 16 A394T0
0 16 A394T0
2 16 A394T0
0 16 A394T0
0
T9 32.0000-30.00
00
Sleeve SS 19 A394T0
16 16 A394T0
2 16 A394T0
2 16 A394T0
0 16 A394T0
2 16 A394T0
0 16 A394T0
0
T10 30.0000-27.00
00
Sleeve SS 19 A394T0
16 16 A394T0
2 16 A394T0
2 16 A394T0
0 16 A394T0
2 16 A394T0
0 16 A394T0
0
T11 27.0000-23.00
00
Sleeve SS 19 A394T0
16 16 A394T0
2 16 A394T0
2 16 A394T0
0 16 A394T0
2 16 A394T0
2 16 A394T0
0
T12 23.0000-18.00
00
Sleeve SS 19 A394T0
16 16 A394T0
2 16 A394T0
2 16 A394T0
0 16 A394T0
2 16 A394T0
2 16 A394T0
0
T13 18.0000-12.00
00
Sleeve SS 19 A394T0
16 16 A394T0
2 16 A394T0
2 16 A394T0
0 16 A394T0
2 16 A394T0
2 16 A394T0
0
T14 12.0000-6.000
0
Sleeve SS 19 A394T0
16 16 A394T0
4 16 A394T0
2 16 A394T0
0 16 A394T0
2 16 A394T0
2 16 A394T0
0
T15 6.0000-0.0000
Sleeve SS 19 A394T0
16 16 A394T0
3 16 A394T0
2 16 A394T0
0 16 A394T0
2 16 A394T0
3 16 A394T0
0
RRIISSAATToowweerr Job
TORRE DE 65m-CUADRADA PATA=12.900m V=130 KPH
Page
9 of 51
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SIMON BOLIVAR - CONDICION NUEVA + REFUERZO.
Date
14:58:37 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
Feed Line/Linear Appurtenances - Entered As Round Or Flat
Description Face
or
Leg
Allow
Shield
Component
Type
Placement
m
Total
Number
Number
Per Row
Clear
Spacing
mm
Width or
Diameter
mm
Perimeter
mm
Weight
kglm
1/2 (8 ANT TV E)
D No Ar (CfAe) 58.5000 - 0.0000 4 4 15 15 0.37
1/2 (8 ANT TV E)
D No Ar (CfAe) 57.5000 - 0.0000 4 4 15 15 0.37
1/2 (4 ANT TV E)
D No Ar (CfAe) 56.5000 - 0.0000 4 4 15 15 0.37
1/2 (2 ANT TV E)
D No Ar (CfAe) 41.5000 - 0.0000 2 2 15 15 0.37
1/2 (2 ANT TV E)
D No Ar (CfAe) 40.5000 - 0.0000 2 2 15 15 0.37
1/2 (1 ANT TV E)
D No Ar (CfAe) 39.5000 - 0.0000 1 1 15 15 0.37
7/8 (1 ANT MW E)
D No Ar (CfAe) 52.5000 - 0.0000 1 1 28 28 0.80
7/8 (1 ANT GRIP E)
D No Ar (CfAe) 38.5000 - 0.0000 1 1 28 28 0.80
7/8 (1 ANT MW E)
D No Ar (CfAe) 34.5000 - 0.0000 1 1 28 28 0.80
1 (2 AT15-250 N)
D No Ar (CfAe) 65.0000 - 0.0000 2 2 32 32 0.86
1 (2 AT15-250 N)
D No Ar (CfAe) 64.0000 - 0.0000 2 2 32 32 0.86
1 (1 AT15-250 N)
D No Ar (CfAe) 65.0000 - 0.0000 1 1 32 32 0.86
Feed Line/Linear Appurtenances Section Areas Tower
Section
Tower
Elevation
m
Face AR
m2
AF
m2
CAAA
In Face
m2
CAAA
Out Face
m2
Weight
kg
T1 65.0000-63.0000 A B C D
0.000 0.000 0.000 0.254
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
0.00 0.00 0.00 6.91
T2 63.0000-57.0000 A B C D
0.000 0.000 0.000 1.070
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
0.00 0.00 0.00 28.87
T3 57.0000-51.0000 A B C D
0.000 0.000 0.000 2.026
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
0.00 0.00 0.00 53.14
T4 51.0000-45.0000 A B C D
0.000 0.000 0.000 2.182
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
0.00 0.00 0.00 57.50
T5 45.0000-43.5000 A B C D
0.000 0.000 0.000 0.546
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
0.00 0.00 0.00 14.38
T6 43.5000-42.0000 A B C D
0.000 0.000 0.000 0.546
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
0.00 0.00 0.00 14.38
T7 42.0000-37.0000 A 0.000 0.000 0.000 0.000 0.00
RRIISSAATToowweerr Job
TORRE DE 65m-CUADRADA PATA=12.900m V=130 KPH
Page
10 of 51
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SIMON BOLIVAR - CONDICION NUEVA + REFUERZO.
Date
14:58:37 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
Tower
Section
Tower
Elevation
m
Face AR
m2
AF
m2
CAAA
In Face
m2
CAAA
Out Face
m2
Weight
kg
B C D
0.000 0.000 2.133
0.000 0.000 0.000
0.000 0.000 0.000
0.000 0.000 0.000
0.00 0.00 56.01
T8 37.0000-32.0000 A B C D
0.000 0.000 0.000 2.398
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
0.00 0.00 0.00 63.25
T9 32.0000-30.0000 A B C D
0.000 0.000 0.000 0.988
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
0.00 0.00 0.00 26.10
T10 30.0000-27.0000 A B C D
0.000 0.000 0.000 1.481
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
0.00 0.00 0.00 39.15
T11 27.0000-23.0000 A B C D
0.000 0.000 0.000 1.975
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
0.00 0.00 0.00 52.20
T12 23.0000-18.0000 A B C D
0.000 0.000 0.000 2.469
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
0.00 0.00 0.00 65.26
T13 18.0000-12.0000 A B C D
0.000 0.000 0.000 2.963
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
0.00 0.00 0.00 78.31
T14 12.0000-6.0000 A B C D
0.000 0.000 0.000 2.963
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
0.00 0.00 0.00 78.31
T15 6.0000-0.0000 A B C D
0.000 0.000 0.000 2.963
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
0.00 0.00 0.00 78.31
Feed Line Center of Pressure
Section Elevation
m
CPX
mm
CPZ
mm
CPX
Ice
mm
CPZ
Ice
mm
T1 65.0000-63.0000 0 41 0 41 T2 63.0000-57.0000 0 56 0 56 T3 57.0000-51.0000 0 97 0 97 T4 51.0000-45.0000 0 99 0 99 T5 45.0000-43.5000 0 101 0 101 T6 43.5000-42.0000 0 125 0 125 T7 42.0000-37.0000 0 177 0 177 T8 37.0000-32.0000 0 178 0 178 T9 32.0000-30.0000 0 267 0 267
T10 30.0000-27.0000 0 355 0 355 T11 27.0000-23.0000 0 552 0 552 T12 23.0000-18.0000 0 689 0 689 T13 18.0000-12.0000 0 835 0 835 T14 12.0000-6.0000 0 917 0 917 T15 6.0000-0.0000 0 1024 0 1024
RRIISSAATToowweerr Job
TORRE DE 65m-CUADRADA PATA=12.900m V=130 KPH
Page
11 of 51
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SIMON BOLIVAR - CONDICION NUEVA + REFUERZO.
Date
14:58:37 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
User Defined Loads
Description Elevation
m
Offset
From
Centroid
m
Azimuth
Angle
°
Weight
kg
Fx
kg
Fz
kg
Wind Force
kg
CAAC
m2
CxMANTENIMIENTO 99.0000 0.0000 0.0000 No Ice Service
320.00 320.00
0.00 0.00
0.00 0.00
0.00
0.00
0.0000 0.0000
Discrete Tower Loads
Description Face
or
Leg
Offset
Type
Offsets:
Horz
Lateral
Vert
m
m
m
Azimuth
Adjustment
°
Placement
m
CAAA
Front
m2
CAAA
Side
m2
Weight
kg
ANT OMNI L=3m (E)
B From Leg 0.4000 0.0000 0.0000
0.0000 63.5000 No Ice 0.1500 0.1500 85.00
2 ANT TV 0.30x1.20m (E)
A From Face 0.6000 0.0000 0.0000
0.0000 58.5000 No Ice 0.3000 0.0800 24.00
2 ANT TV 0.30x1.20m (E)
B From Face 0.0000 0.0000 0.0000
0.0000 58.5000 No Ice 0.3000 0.0800 24.00
2 ANT TV 0.30x1.20m (E)
C From Face 0.6000 0.0000 0.0000
0.0000 58.5000 No Ice 0.3000 0.0800 24.00
2 ANT TV 0.30x1.20m (E)
D From Face 0.0000 0.0000 0.0000
0.0000 58.5000 No Ice 0.3000 0.0800 24.00
2 ANT TV 0.30x1.20m (E)
A From Face 0.6000 0.0000 0.0000
0.0000 57.5000 No Ice 0.3000 0.0800 24.00
2 ANT TV 0.30x1.20m (E)
B From Face 0.0000 0.0000 0.0000
0.0000 57.5000 No Ice 0.3000 0.0800 24.00
2 ANT TV 0.30x1.20m (E)
C From Face 0.6000 0.0000 0.0000
0.0000 57.5000 No Ice 0.3000 0.0800 24.00
2 ANT TV 0.30x1.20m (E)
D From Face 0.0000 0.0000 0.0000
0.0000 57.5000 No Ice 0.3000 0.0800 24.00
1 ANT TV 0.30x1.20m (E)
A From Face 0.6000 0.0000 0.0000
0.0000 56.5000 No Ice 0.1500 0.0400 12.00
1 ANT TV 0.30x1.20m (E)
B From Face 0.0000 0.0000 0.0000
0.0000 56.5000 No Ice 0.1500 0.0400 12.00
1 ANT TV 0.30x1.20m (E)
C From Face 0.6000 0.0000 0.0000
0.0000 56.5000 No Ice 0.1500 0.0400 12.00
1 ANT TV 0.30x1.20m (E)
D From Face 0.0000 0.0000
0.0000 56.5000 No Ice 0.1500 0.0400 12.00
RRIISSAATToowweerr Job
TORRE DE 65m-CUADRADA PATA=12.900m V=130 KPH
Page
12 of 51
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SIMON BOLIVAR - CONDICION NUEVA + REFUERZO.
Date
14:58:37 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
Description Face
or
Leg
Offset
Type
Offsets:
Horz
Lateral
Vert
m
m
m
Azimuth
Adjustment
°
Placement
m
CAAA
Front
m2
CAAA
Side
m2
Weight
kg
0.0000 2 ANT TV 0.30x1.20m
(E) B From Leg 0.6000
0.0000 0.0000
0.0000 41.5000 No Ice 0.3000 0.0800 24.00
2 ANT TV 0.30x1.20m (E)
B From Leg 0.6000 0.0000 0.0000
0.0000 40.5000 No Ice 0.3000 0.0800 24.00
1 ANT TV 0.30x1.20m (E)
B From Leg 0.6000 0.0000 0.0000
0.0000 39.5000 No Ice 0.1500 0.0400 12.00
AT15-250 (N)
C From Leg 0.6000 0.0000 0.0000
0.0000 65.0000 No Ice 0.4750 0.2600 10.00
AT15-250 (N)
C From Leg 0.6000 0.0000 0.0000
0.0000 64.0000 No Ice 0.4750 0.2600 10.00
AT15-250 (N)
D From Leg 0.6000 0.0000 0.0000
0.0000 65.0000 No Ice 0.4750 0.2600 10.00
AT15-250 (N)
D From Leg 0.6000 0.0000 0.0000
0.0000 64.0000 No Ice 0.4750 0.2600 10.00
AT15-250 (N)
B From Leg 0.4000 0.0000 0.0000
0.0000 65.0000 No Ice 0.4750 0.2600 10.00
Dishes
Description Face
or
Leg
Dish
Type
Offset
Type
Offsets:
Horz
Lateral
Vert
m
Azimuth
Adjustment
°
3 dB
Beam
Width
°
Elevation
m
Outside
Diameter
m
Aperture
Area
m2
Weight
kg
HP8-102 (1 ANT MW Ø2.40m
E)
A Paraboloid w/Shroud (HP)
From Leg
0.4000 0.0000 0.0000
Worst 52.5000 2.4384 No Ice 4.6693 113.85
KP8F-13 (1 ANT GRIP
Ø2.40m E)
A Grid From Leg
0.4000 0.0000 0.0000
Worst 38.5000 2.4384 No Ice 3.7356 127.91
HP8-102 (1 ANT MW Ø2.40m
E)
A Paraboloid w/Shroud (HP)
From Leg
0.4000 0.0000 0.0000
Worst 34.5000 2.4384 No Ice 4.6693 113.85
RRIISSAATToowweerr Job
TORRE DE 65m-CUADRADA PATA=12.900m V=130 KPH
Page
13 of 51
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SIMON BOLIVAR - CONDICION NUEVA + REFUERZO.
Date
14:58:37 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
Tower Pressures - No Ice
GH = 1.110
Section
Elevation
m
z
m
KZ
qz
kPa
AG
m2
F
a
c
e
AF
m2
AR
m2
Aleg
m2
Leg
%
CAAA
In
Face
m2
CAAA
Out
Face
m2
T1 65.0000-63.00
00
64.0000 1.697 1.36 2.115 A B C D
0.734 0.734 0.734 0.734
0.000 0.000 0.000 0.254
0.406 55.34 55.34 55.34 41.12
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
T2 63.0000-57.00
00
60.0000 1.666 1.33 6.345 A B C D
2.178 2.178 2.178 2.178
0.000 0.000 0.000 1.070
1.219 55.98 55.98 55.98 37.53
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
T3 57.0000-51.00
00
54.0000 1.616 1.29 6.359 A B C D
2.178 2.178 2.178 2.178
0.000 0.000 0.000 2.026
1.219 55.98 55.98 55.98 29.00
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
T4 51.0000-45.00
00
48.0000 1.563 1.25 6.359 A B C D
2.279 2.279 2.279 2.279
0.000 0.000 0.000 2.182
1.219 53.51 53.51 53.51 27.33
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
T5 45.0000-43.50
00
44.2500 1.527 1.22 1.928 A B C D
0.706 0.706 0.706 0.706
0.000 0.000 0.000 0.546
0.312 44.15 44.15 44.15 24.90
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
T6 43.5000-42.00
00
42.7500 1.512 1.21 2.603 A B C D
0.793 0.793 0.793 0.793
0.000 0.000 0.000 0.546
0.312 39.29 39.29 39.29 23.28
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
T7 42.0000-37.00
00
39.5000 1.478 1.18 9.799 A B C D
2.365 2.365 2.365 2.365
0.000 0.000 0.000 2.133
1.016 42.95 42.95 42.95 22.58
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
T8 37.0000-32.00
00
34.5000 1.422 1.14 9.862 A B C D
2.632 2.632 2.632 2.632
0.000 0.000 0.000 2.398
1.270 48.24 48.24 48.24 25.24
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
T9 32.0000-30.00
00
31.0000 1.379 1.10 4.455 A B C D
0.734 0.734 0.734 0.734
0.000 0.000 0.000 0.988
0.000 0.00 0.00 0.00 0.00
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
T10 30.0000-27.00
00
28.5000 1.347 1.08 8.183 A B C D
0.998 0.998 0.998 0.998
0.000 0.000 0.000 1.481
0.000 0.00 0.00 0.00 0.00
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
T11 27.0000-23.00
00
25.0000 1.297 1.04 13.711 A B C D
0.993 0.993 0.993 0.993
0.000 0.000 0.000 1.975
0.000 0.00 0.00 0.00 0.00
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
T12 23.0000-18.00
00
20.5000 1.226 0.98 21.638 A B C D
1.274 1.274 1.274 1.274
0.000 0.000 0.000 2.469
0.000 0.00 0.00 0.00 0.00
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
T13 18.0000-12.00
00
15.0000 1.121 0.90 32.566 A B C D
1.620 1.620 1.620 1.620
0.000 0.000 0.000 2.963
0.000 0.00 0.00 0.00 0.00
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
T14 12.0000-6.000
9.0000 1 0.80 46.694 A B
2.358 2.358
0.000 0.000
0.000 0.00 0.00
0.000 0.000
0.000 0.000
RRIISSAATToowweerr Job
TORRE DE 65m-CUADRADA PATA=12.900m V=130 KPH
Page
14 of 51
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SIMON BOLIVAR - CONDICION NUEVA + REFUERZO.
Date
14:58:37 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
Section
Elevation
m
z
m
KZ
qz
kPa
AG
m2
F
a
c
e
AF
m2
AR
m2
Aleg
m2
Leg
%
CAAA
In
Face
m2
CAAA
Out
Face
m2
0 C D
2.358 2.358
0.000 2.963
0.00 0.00
0.000 0.000
0.000 0.000
T15 6.0000-0.0000
3.0000 1 0.80 67.694 A B C D
3.300 3.300 3.300 3.300
0.000 0.000 0.000 2.963
0.000 0.00 0.00 0.00 0.00
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
Tower Pressure - Service
GH = 1.110
Section
Elevation
m
z
m
KZ
qz
kPa
AG
m2
F
a
c
e
AF
m2
AR
m2
Aleg
m2
Leg
%
CAAA
In
Face
m2
CAAA
Out
Face
m2
T1 65.0000-63.00
00
64.0000 1.697 0.34 2.115 A B C D
0.734 0.734 0.734 0.734
0.000 0.000 0.000 0.254
0.406 55.34 55.34 55.34 41.12
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
T2 63.0000-57.00
00
60.0000 1.666 0.33 6.345 A B C D
2.178 2.178 2.178 2.178
0.000 0.000 0.000 1.070
1.219 55.98 55.98 55.98 37.53
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
T3 57.0000-51.00
00
54.0000 1.616 0.32 6.359 A B C D
2.178 2.178 2.178 2.178
0.000 0.000 0.000 2.026
1.219 55.98 55.98 55.98 29.00
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
T4 51.0000-45.00
00
48.0000 1.563 0.31 6.359 A B C D
2.279 2.279 2.279 2.279
0.000 0.000 0.000 2.182
1.219 53.51 53.51 53.51 27.33
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
T5 45.0000-43.50
00
44.2500 1.527 0.31 1.928 A B C D
0.706 0.706 0.706 0.706
0.000 0.000 0.000 0.546
0.312 44.15 44.15 44.15 24.90
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
T6 43.5000-42.00
00
42.7500 1.512 0.30 2.603 A B C D
0.793 0.793 0.793 0.793
0.000 0.000 0.000 0.546
0.312 39.29 39.29 39.29 23.28
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
T7 42.0000-37.00
00
39.5000 1.478 0.30 9.799 A B C D
2.365 2.365 2.365 2.365
0.000 0.000 0.000 2.133
1.016 42.95 42.95 42.95 22.58
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
T8 37.0000-32.00
00
34.5000 1.422 0.28 9.862 A B C D
2.632 2.632 2.632 2.632
0.000 0.000 0.000 2.398
1.270 48.24 48.24 48.24 25.24
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
T9 32.0000-30.00
00
31.0000 1.379 0.28 4.455 A B C D
0.734 0.734 0.734 0.734
0.000 0.000 0.000 0.988
0.000 0.00 0.00 0.00 0.00
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
T10 30.0000-27.00
00
28.5000 1.347 0.27 8.183 A B C D
0.998 0.998 0.998 0.998
0.000 0.000 0.000 1.481
0.000 0.00 0.00 0.00 0.00
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
T11 25.0000 1.297 0.26 13.711 A 0.993 0.000 0.000 0.00 0.000 0.000
RRIISSAATToowweerr Job
TORRE DE 65m-CUADRADA PATA=12.900m V=130 KPH
Page
15 of 51
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SIMON BOLIVAR - CONDICION NUEVA + REFUERZO.
Date
14:58:37 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
Section
Elevation
m
z
m
KZ
qz
kPa
AG
m2
F
a
c
e
AF
m2
AR
m2
Aleg
m2
Leg
%
CAAA
In
Face
m2
CAAA
Out
Face
m2
27.0000-23.0000
B C D
0.993 0.993 0.993
0.000 0.000 1.975
0.00 0.00 0.00
0.000 0.000 0.000
0.000 0.000 0.000
T12 23.0000-18.00
00
20.5000 1.226 0.25 21.638 A B C D
1.274 1.274 1.274 1.274
0.000 0.000 0.000 2.469
0.000 0.00 0.00 0.00 0.00
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
T13 18.0000-12.00
00
15.0000 1.121 0.22 32.566 A B C D
1.620 1.620 1.620 1.620
0.000 0.000 0.000 2.963
0.000 0.00 0.00 0.00 0.00
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
T14 12.0000-6.000
0
9.0000 1 0.20 46.694 A B C D
2.358 2.358 2.358 2.358
0.000 0.000 0.000 2.963
0.000 0.00 0.00 0.00 0.00
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
T15 6.0000-0.0000
3.0000 1 0.20 67.694 A B C D
3.300 3.300 3.300 3.300
0.000 0.000 0.000 2.963
0.000 0.00 0.00 0.00 0.00
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
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 65.0000-63.00
00
6.91 298.35 A B C D
0.347 0.347 0.347 0.467
2.434 2.434 2.434 2.116
0.631 0.631 0.631 0.681
1 1 1 1
1 1 1 1
0.734 0.734 0.734 0.907
294.87 147.44 D
T2 63.0000-57.00
00
28.87 883.69 A B C D
0.343 0.343 0.343 0.512
2.446 2.446 2.446 2.028
0.63 0.63 0.63
0.704
1 1 1 1
1 1 1 1
2.178 2.178 2.178 2.931
895.98 149.33 D
T3 57.0000-51.00
00
53.14 1045.94 A B C D
0.342 0.342 0.342 0.661
2.449 2.449 2.449 1.848
0.63 0.63 0.63
0.793
1 1 1 1
1 1 1 1
2.178 2.178 2.178 3.784
1022.78 170.46 D
T4 51.0000-45.00
00
57.50 1089.51 A B C D
0.358 0.358 0.358 0.702
2.399 2.399 2.399
1.83
0.635 0.635 0.635 0.821
1 1 1 1
1 1 1 1
2.279 2.279 2.279 4.070
1053.20 175.53 D
T5 45.0000-43.50
00
14.38 543.33 A B C D
0.366 0.366 0.366 0.649
2.377 2.377 2.377 1.856
0.638 0.638 0.638 0.785
1 1 1 1
1 1 1 1
0.706 0.706 0.706 1.134
290.76 193.84 D
T6 43.5000-42.00
00
14.38 622.60 A B C D
0.305 0.305 0.305 0.514
2.574 2.574 2.574 2.024
0.617 0.617 0.617 0.705
1 1 1 1
1 1 1 1
0.793 0.793 0.793 1.178
326.08 217.39 D
T7 42.0000-37.00
00
56.01 1256.62 A B C D
0.241 0.241 0.241 0.459
2.809 2.809 2.809 2.134
0.6 0.6 0.6
0.677
1 1 1 1
1 1 1 1
2.365 2.365 2.365 3.811
1088.06 217.61 D
T8 37.0000-32.00
00
63.25 1408.53 A B C
0.267 0.267 0.267
2.71 2.71 2.71
0.606 0.606 0.606
1 1 1
1 1 1
2.632 2.632 2.632
1128.70 225.74 D
RRIISSAATToowweerr Job
TORRE DE 65m-CUADRADA PATA=12.900m V=130 KPH
Page
16 of 51
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SIMON BOLIVAR - CONDICION NUEVA + REFUERZO.
Date
14:58:37 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
Section
Elevation
m
Add
Weight
kg
Self
Weight
kg
F
a
c
e
e CF
RR DF
DR
AE
m2
F
kg
w
kglm
Ctrl.
Face
D 0.51 2.031 0.703 1 1 4.318 T9
32.0000-30.0000
26.10 994.41 A B C D
0.165 0.165 0.165 0.387
3.136 3.136 3.136 2.317
0.584 0.584 0.584 0.646
1 1 1 1
1 1 1 1
0.734 0.734 0.734 1.373
397.01 198.50 D
T10 30.0000-27.00
00
39.15 1427.04 A B C D
0.122 0.122 0.122 0.303
3.34 3.34 3.34
2.579
0.578 0.578 0.578 0.617
1 1 1 1
1 1 1 1
0.998 0.998 0.998 1.912
601.06 200.35 D
T11 27.0000-23.00
00
52.20 1658.13 A B C D
0.072 0.072 0.072 0.217
3.593 3.593 3.593
2.91
0.573 0.573 0.573 0.594
1 1 1 1
1 1 1 1
0.993 0.993 0.993 2.166
740.05 185.01 D
T12 23.0000-18.00
00
65.26 2088.01 A B C D
0.059 0.059 0.059 0.173
3.667 3.667 3.667 3.099
0.572 0.572 0.572 0.585
1 1 1 1
1 1 1 1
1.274 1.274 1.274 2.718
934.45 186.89 D
T13 18.0000-12.00
00
78.31 2542.12 A B C D
0.05 0.05 0.05
0.141
3.716 3.716 3.716 3.249
0.571 0.571 0.571
0.58
1 1 1 1
1 1 1 1
1.620 1.620 1.620 3.339
1100.33 183.39 D
T14 12.0000-6.000
0
78.31 3422.28 A B C D
0.05 0.05 0.05
0.114
3.712 3.712 3.712
3.38
0.571 0.571 0.571 0.577
1 1 1 1
1 1 1 1
2.358 2.358 2.358 4.066
1243.64 207.27 D
T15 6.0000-0.0000
78.31 3988.36 A B C D
0.049 0.049 0.049 0.093
3.722 3.722 3.722 3.488
0.571 0.571 0.571 0.574
1 1 1 1
1 1 1 1
3.300 3.300 3.300 5.001
1578.90 263.15 D
Sum Weight: 712.06 23268.93 OTM 386668 kg-m
12695.87
Tower Forces - No Ice - Wind 45 To Face
Section
Elevation
m
Add
Weight
kg
Self
Weight
kg
F
a
c
e
e CF
RR DF
DR
AE
m2
F
kg
w
kglm
Ctrl.
Face
T1 65.0000-63.00
00
6.91 298.35 A B C D
0.347 0.347 0.347 0.467
2.434 2.434 2.434 2.116
0.631 0.631 0.631 0.681
1.2 1.2 1.2 1.2
1.2 1.2 1.2 1.2
0.881 0.881 0.881 1.089
353.85 176.92 D
T2 63.0000-57.00
00
28.87 883.69 A B C D
0.343 0.343 0.343 0.512
2.446 2.446 2.446 2.028
0.63 0.63 0.63
0.704
1.2 1.2 1.2 1.2
1.2 1.2 1.2 1.2
2.613 2.613 2.613 3.517
1075.17 179.20 D
T3 57.0000-51.00
00
53.14 1045.94 A B C D
0.342 0.342 0.342 0.661
2.449 2.449 2.449 1.848
0.63 0.63 0.63
0.793
1.2 1.2 1.2 1.2
1.2 1.2 1.2 1.2
2.613 2.613 2.613 4.541
1227.33 204.56 D
T4 51.0000-45.00
00
57.50 1089.51 A B C D
0.358 0.358 0.358 0.702
2.399 2.399 2.399
1.83
0.635 0.635 0.635 0.821
1.2 1.2 1.2 1.2
1.2 1.2 1.2 1.2
2.734 2.734 2.734 4.884
1263.84 210.64 D
T5 45.0000-43.50
14.38 543.33 A B
0.366 0.366
2.377 2.377
0.638 0.638
1.2 1.2
1.2 1.2
0.847 0.847
348.91 232.60 D
RRIISSAATToowweerr Job
TORRE DE 65m-CUADRADA PATA=12.900m V=130 KPH
Page
17 of 51
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SIMON BOLIVAR - CONDICION NUEVA + REFUERZO.
Date
14:58:37 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
Section
Elevation
m
Add
Weight
kg
Self
Weight
kg
F
a
c
e
e CF
RR DF
DR
AE
m2
F
kg
w
kglm
Ctrl.
Face
00 C D
0.366 0.649
2.377 1.856
0.638 0.785
1.2 1.2
1.2 1.2
0.847 1.361
T6 43.5000-42.00
00
14.38 622.60 A B C D
0.305 0.305 0.305 0.514
2.574 2.574 2.574 2.024
0.617 0.617 0.617 0.705
1.2 1.2 1.2 1.2
1.2 1.2 1.2 1.2
0.952 0.952 0.952 1.413
391.30 260.86 D
T7 42.0000-37.00
00
56.01 1256.62 A B C D
0.241 0.241 0.241 0.459
2.809 2.809 2.809 2.134
0.6 0.6 0.6
0.677
1.181 1.181 1.181
1.2
1.181 1.181 1.181
1.2
2.794 2.794 2.794 4.573
1305.67 261.13 D
T8 37.0000-32.00
00
63.25 1408.53 A B C D
0.267 0.267 0.267
0.51
2.71 2.71 2.71
2.031
0.606 0.606 0.606 0.703
1.2 1.2 1.2 1.2
1.2 1.2 1.2 1.2
3.159 3.159 3.159 5.181
1354.44 270.89 D
T9 32.0000-30.00
00
26.10 994.41 A B C D
0.165 0.165 0.165 0.387
3.136 3.136 3.136 2.317
0.584 0.584 0.584 0.646
1.124 1.124 1.124
1.2
1.124 1.124 1.124
1.2
0.825 0.825 0.825 1.647
476.41 238.21 D
T10 30.0000-27.00
00
39.15 1427.04 A B C D
0.122 0.122 0.122 0.303
3.34 3.34 3.34
2.579
0.578 0.578 0.578 0.617
1.092 1.092 1.092
1.2
1.092 1.092 1.092
1.2
1.090 1.090 1.090 2.295
721.27 240.42 D
T11 27.0000-23.00
00
52.20 1658.13 A B C D
0.072 0.072 0.072 0.217
3.593 3.593 3.593
2.91
0.573 0.573 0.573 0.594
1.054 1.054 1.054 1.162
1.054 1.054 1.054 1.162
1.047 1.047 1.047 2.518
860.23 215.06 D
T12 23.0000-18.00
00
65.26 2088.01 A B C D
0.059 0.059 0.059 0.173
3.667 3.667 3.667 3.099
0.572 0.572 0.572 0.585
1.044 1.044 1.044
1.13
1.044 1.044 1.044
1.13
1.330 1.330 1.330 3.071
1055.67 211.13 D
T13 18.0000-12.00
00
78.31 2542.12 A B C D
0.05 0.05 0.05
0.141
3.716 3.716 3.716 3.249
0.571 0.571 0.571
0.58
1.037 1.037 1.037 1.106
1.037 1.037 1.037 1.106
1.680 1.680 1.680 3.691
1216.46 202.74 D
T14 12.0000-6.000
0
78.31 3422.28 A B C D
0.05 0.05 0.05
0.114
3.712 3.712 3.712
3.38
0.571 0.571 0.571 0.577
1.038 1.038 1.038 1.085
1.038 1.038 1.038 1.085
2.447 2.447 2.447 4.414
1349.92 224.99 D
T15 6.0000-0.0000
78.31 3988.36 A B C D
0.049 0.049 0.049 0.093
3.722 3.722 3.722 3.488
0.571 0.571 0.571 0.574
1.037 1.037 1.037 1.069
1.037 1.037 1.037 1.069
3.420 3.420 3.420 5.348
1688.45 281.41 D
Sum Weight: 712.06 23268.93 OTM 458500 kg-m
14688.91
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 65.0000-63.00
00
6.91 298.35 A B C D
0.347 0.347 0.347 0.467
2.434 2.434 2.434 2.116
0.631 0.631 0.631 0.681
1 1 1 1
1 1 1 1
0.734 0.734 0.734 0.907
73.72 36.86 D
T2 28.87 883.69 A 0.343 2.446 0.63 1 1 2.178 223.99 37.33 D
RRIISSAATToowweerr Job
TORRE DE 65m-CUADRADA PATA=12.900m V=130 KPH
Page
18 of 51
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SIMON BOLIVAR - CONDICION NUEVA + REFUERZO.
Date
14:58:37 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
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
63.0000-57.0000
B C D
0.343 0.343 0.512
2.446 2.446 2.028
0.63 0.63
0.704
1 1 1
1 1 1
2.178 2.178 2.931
T3 57.0000-51.00
00
53.14 1045.94 A B C D
0.342 0.342 0.342 0.661
2.449 2.449 2.449 1.848
0.63 0.63 0.63
0.793
1 1 1 1
1 1 1 1
2.178 2.178 2.178 3.784
255.69 42.62 D
T4 51.0000-45.00
00
57.50 1089.51 A B C D
0.358 0.358 0.358 0.702
2.399 2.399 2.399
1.83
0.635 0.635 0.635 0.821
1 1 1 1
1 1 1 1
2.279 2.279 2.279 4.070
263.30 43.88 D
T5 45.0000-43.50
00
14.38 543.33 A B C D
0.366 0.366 0.366 0.649
2.377 2.377 2.377 1.856
0.638 0.638 0.638 0.785
1 1 1 1
1 1 1 1
0.706 0.706 0.706 1.134
72.69 48.46 D
T6 43.5000-42.00
00
14.38 622.60 A B C D
0.305 0.305 0.305 0.514
2.574 2.574 2.574 2.024
0.617 0.617 0.617 0.705
1 1 1 1
1 1 1 1
0.793 0.793 0.793 1.178
81.52 54.35 D
T7 42.0000-37.00
00
56.01 1256.62 A B C D
0.241 0.241 0.241 0.459
2.809 2.809 2.809 2.134
0.6 0.6 0.6
0.677
1 1 1 1
1 1 1 1
2.365 2.365 2.365 3.811
272.01 54.40 D
T8 37.0000-32.00
00
63.25 1408.53 A B C D
0.267 0.267 0.267
0.51
2.71 2.71 2.71
2.031
0.606 0.606 0.606 0.703
1 1 1 1
1 1 1 1
2.632 2.632 2.632 4.318
282.18 56.44 D
T9 32.0000-30.00
00
26.10 994.41 A B C D
0.165 0.165 0.165 0.387
3.136 3.136 3.136 2.317
0.584 0.584 0.584 0.646
1 1 1 1
1 1 1 1
0.734 0.734 0.734 1.373
99.25 49.63 D
T10 30.0000-27.00
00
39.15 1427.04 A B C D
0.122 0.122 0.122 0.303
3.34 3.34 3.34
2.579
0.578 0.578 0.578 0.617
1 1 1 1
1 1 1 1
0.998 0.998 0.998 1.912
150.26 50.09 D
T11 27.0000-23.00
00
52.20 1658.13 A B C D
0.072 0.072 0.072 0.217
3.593 3.593 3.593
2.91
0.573 0.573 0.573 0.594
1 1 1 1
1 1 1 1
0.993 0.993 0.993 2.166
185.01 46.25 D
T12 23.0000-18.00
00
65.26 2088.01 A B C D
0.059 0.059 0.059 0.173
3.667 3.667 3.667 3.099
0.572 0.572 0.572 0.585
1 1 1 1
1 1 1 1
1.274 1.274 1.274 2.718
233.61 46.72 D
T13 18.0000-12.00
00
78.31 2542.12 A B C D
0.05 0.05 0.05
0.141
3.716 3.716 3.716 3.249
0.571 0.571 0.571
0.58
1 1 1 1
1 1 1 1
1.620 1.620 1.620 3.339
275.08 45.85 D
T14 12.0000-6.000
0
78.31 3422.28 A B C D
0.05 0.05 0.05
0.114
3.712 3.712 3.712
3.38
0.571 0.571 0.571 0.577
1 1 1 1
1 1 1 1
2.358 2.358 2.358 4.066
310.91 51.82 D
T15 6.0000-0.0000
78.31 3988.36 A B C D
0.049 0.049 0.049 0.093
3.722 3.722 3.722 3.488
0.571 0.571 0.571 0.574
1 1 1 1
1 1 1 1
3.300 3.300 3.300 5.001
394.72 65.79 D
Sum Weight: 712.06 23268.93 OTM 96667 kg-m
3173.97
RRIISSAATToowweerr Job
TORRE DE 65m-CUADRADA PATA=12.900m V=130 KPH
Page
19 of 51
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SIMON BOLIVAR - CONDICION NUEVA + REFUERZO.
Date
14:58:37 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
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 65.0000-63.00
00
6.91 298.35 A B C D
0.347 0.347 0.347 0.467
2.434 2.434 2.434 2.116
0.631 0.631 0.631 0.681
1.2 1.2 1.2 1.2
1.2 1.2 1.2 1.2
0.881 0.881 0.881 1.089
88.46 44.23 D
T2 63.0000-57.00
00
28.87 883.69 A B C D
0.343 0.343 0.343 0.512
2.446 2.446 2.446 2.028
0.63 0.63 0.63
0.704
1.2 1.2 1.2 1.2
1.2 1.2 1.2 1.2
2.613 2.613 2.613 3.517
268.79 44.80 D
T3 57.0000-51.00
00
53.14 1045.94 A B C D
0.342 0.342 0.342 0.661
2.449 2.449 2.449 1.848
0.63 0.63 0.63
0.793
1.2 1.2 1.2 1.2
1.2 1.2 1.2 1.2
2.613 2.613 2.613 4.541
306.83 51.14 D
T4 51.0000-45.00
00
57.50 1089.51 A B C D
0.358 0.358 0.358 0.702
2.399 2.399 2.399
1.83
0.635 0.635 0.635 0.821
1.2 1.2 1.2 1.2
1.2 1.2 1.2 1.2
2.734 2.734 2.734 4.884
315.96 52.66 D
T5 45.0000-43.50
00
14.38 543.33 A B C D
0.366 0.366 0.366 0.649
2.377 2.377 2.377 1.856
0.638 0.638 0.638 0.785
1.2 1.2 1.2 1.2
1.2 1.2 1.2 1.2
0.847 0.847 0.847 1.361
87.23 58.15 D
T6 43.5000-42.00
00
14.38 622.60 A B C D
0.305 0.305 0.305 0.514
2.574 2.574 2.574 2.024
0.617 0.617 0.617 0.705
1.2 1.2 1.2 1.2
1.2 1.2 1.2 1.2
0.952 0.952 0.952 1.413
97.82 65.22 D
T7 42.0000-37.00
00
56.01 1256.62 A B C D
0.241 0.241 0.241 0.459
2.809 2.809 2.809 2.134
0.6 0.6 0.6
0.677
1.181 1.181 1.181
1.2
1.181 1.181 1.181
1.2
2.794 2.794 2.794 4.573
326.42 65.28 D
T8 37.0000-32.00
00
63.25 1408.53 A B C D
0.267 0.267 0.267
0.51
2.71 2.71 2.71
2.031
0.606 0.606 0.606 0.703
1.2 1.2 1.2 1.2
1.2 1.2 1.2 1.2
3.159 3.159 3.159 5.181
338.61 67.72 D
T9 32.0000-30.00
00
26.10 994.41 A B C D
0.165 0.165 0.165 0.387
3.136 3.136 3.136 2.317
0.584 0.584 0.584 0.646
1.124 1.124 1.124
1.2
1.124 1.124 1.124
1.2
0.825 0.825 0.825 1.647
119.10 59.55 D
T10 30.0000-27.00
00
39.15 1427.04 A B C D
0.122 0.122 0.122 0.303
3.34 3.34 3.34
2.579
0.578 0.578 0.578 0.617
1.092 1.092 1.092
1.2
1.092 1.092 1.092
1.2
1.090 1.090 1.090 2.295
180.32 60.11 D
T11 27.0000-23.00
00
52.20 1658.13 A B C D
0.072 0.072 0.072 0.217
3.593 3.593 3.593
2.91
0.573 0.573 0.573 0.594
1.054 1.054 1.054 1.162
1.054 1.054 1.054 1.162
1.047 1.047 1.047 2.518
215.06 53.76 D
T12 23.0000-18.00
00
65.26 2088.01 A B C D
0.059 0.059 0.059 0.173
3.667 3.667 3.667 3.099
0.572 0.572 0.572 0.585
1.044 1.044 1.044
1.13
1.044 1.044 1.044
1.13
1.330 1.330 1.330 3.071
263.92 52.78 D
T13 18.0000-12.00
00
78.31 2542.12 A B C D
0.05 0.05 0.05
0.141
3.716 3.716 3.716 3.249
0.571 0.571 0.571
0.58
1.037 1.037 1.037 1.106
1.037 1.037 1.037 1.106
1.680 1.680 1.680 3.691
304.12 50.69 D
T14 12.0000-6.000
0
78.31 3422.28 A B C
0.05 0.05 0.05
3.712 3.712 3.712
0.571 0.571 0.571
1.038 1.038 1.038
1.038 1.038 1.038
2.447 2.447 2.447
337.48 56.25 D
RRIISSAATToowweerr Job
TORRE DE 65m-CUADRADA PATA=12.900m V=130 KPH
Page
20 of 51
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SIMON BOLIVAR - CONDICION NUEVA + REFUERZO.
Date
14:58:37 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
Section
Elevation
m
Add
Weight
kg
Self
Weight
kg
F
a
c
e
e CF
RR DF
DR
AE
m2
F
kg
w
kglm
Ctrl.
Face
D 0.114 3.38 0.577 1.085 1.085 4.414 T15
6.0000-0.0000 78.31 3988.36 A
B C D
0.049 0.049 0.049 0.093
3.722 3.722 3.722 3.488
0.571 0.571 0.571 0.574
1.037 1.037 1.037 1.069
1.037 1.037 1.037 1.069
3.420 3.420 3.420 5.348
422.11 70.35 D
Sum Weight: 712.06 23268.93 OTM 114625 kg-m
3672.23
Mast Vectors - No Ice
Section
No. Section
Elevation
m
Wind
Azimuth
°
Directionality F
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m T1 65.0000-63.0000 0 Wind Normal 294.87 0.00 -294.87 -18868 0 0
45 Wind 90 353.85 250.21 -250.21 -16010 -16013 10 90 Wind Normal 294.87 294.87 0.00 4 -18872 12
T2 63.0000-57.0000 0 Wind Normal 895.98 0.00 -895.98 -53744 0 0 45 Wind 90 1075.17 760.26 -760.26 -45601 -45616 43 90 Wind Normal 895.98 895.98 0.00 15 -53759 50
T3 57.0000-51.0000 0 Wind Normal 1022.78 0.00 -1022.78 -55203 0 0 45 Wind 90 1227.33 867.86 -867.86 -46837 -46864 84 90 Wind Normal 1022.78 1022.78 0.00 27 -55230 99
T4 51.0000-45.0000 0 Wind Normal 1053.20 0.00 -1053.20 -50524 0 0 45 Wind 90 1263.84 893.67 -893.67 -42867 -42896 88 90 Wind Normal 1053.20 1053.20 0.00 29 -50554 104
T5 45.0000-43.5000 0 Wind Normal 290.76 0.00 -290.76 -12857 0 0 45 Wind 90 348.91 246.71 -246.71 -10908 -10917 25 90 Wind Normal 290.76 290.76 0.00 9 -12866 29
T6 43.5000-42.0000 0 Wind Normal 326.08 0.00 -326.08 -13928 0 0 45 Wind 90 391.30 276.69 -276.69 -11816 -11828 34 90 Wind Normal 326.08 326.08 0.00 12 -13940 41
T7 42.0000-37.0000 0 Wind Normal 1088.06 0.00 -1088.06 -42924 0 0 45 Wind 90 1305.67 923.25 -923.25 -36414 -36468 163 90 Wind Normal 1088.06 1088.06 0.00 54 -42978 192
T8 37.0000-32.0000 0 Wind Normal 1128.70 0.00 -1128.70 -38879 0 0 45 Wind 90 1354.44 957.73 -957.73 -32981 -33042 171 90 Wind Normal 1128.70 1128.70 0.00 61 -38940 201
T9 32.0000-30.0000 0 Wind Normal 397.01 0.00 -397.01 -12280 0 0 45 Wind 90 476.41 336.87 -336.87 -10415 -10443 90 90 Wind Normal 397.01 397.01 0.00 28 -12307 106
T10 30.0000-27.0000 0 Wind Normal 601.06 0.00 -601.06 -17079 0 0 45 Wind 90 721.27 510.02 -510.02 -14484 -14535 181 90 Wind Normal 601.06 601.06 0.00 51 -17130 213
T11 27.0000-23.0000 0 Wind Normal 740.05 0.00 -740.05 -18415 0 0 45 Wind 90 860.23 608.27 -608.27 -15120 -15207 335 90 Wind Normal 740.05 740.05 0.00 87 -18501 408
T12 23.0000-18.0000 0 Wind Normal 934.45 0.00 -934.45 -19018 0 0 45 Wind 90 1055.67 746.47 -746.47 -15165 -15303 514 90 Wind Normal 934.45 934.45 0.00 138 -19156 644
T13 18.0000-12.0000 0 Wind Normal 1100.33 0.00 -1100.33 -16297 0 0 45 Wind 90 1216.46 860.17 -860.17 -12694 -12903 718 90 Wind Normal 1100.33 1100.33 0.00 208 -16505 919
T14 12.0000-6.0000 0 Wind Normal 1243.64 0.00 -1243.64 -10892 0 0 45 Wind 90 1349.92 954.54 -954.54 -8290 -8591 875 90 Wind Normal 1243.64 1243.64 0.00 300 -11193 1140
T15 6.0000-0.0000 0 Wind Normal 1578.90 0.00 -1578.90 -4299 0 0
RRIISSAATToowweerr Job
TORRE DE 65m-CUADRADA PATA=12.900m V=130 KPH
Page
21 of 51
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SIMON BOLIVAR - CONDICION NUEVA + REFUERZO.
Date
14:58:37 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
Section
No. Section
Elevation
m
Wind
Azimuth
°
Directionality F
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 45 Wind 90 1688.45 1193.91 -1193.91 -3144 -3582 1223 90 Wind Normal 1578.90 1578.90 0.00 437 -4737 1617
Mast Totals - No Ice
Wind
Azimuth
°
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 0.00 -12695.87 -385207 0 0
45 10386.63 -10386.63 -322747 -324208 4556 90 12695.87 0.00 1461 -386668 5777
Mast Vectors - Service
Section
No. Section
Elevation
m
Wind
Azimuth
°
Directionality F
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m T1 65.0000-63.0000 0 Wind Normal 73.72 0.00 -73.72 -4714 0 0
45 Wind 90 88.46 62.55 -62.55 -4000 -4003 3 90 Wind Normal 73.72 73.72 0.00 4 -4718 3
T2 63.0000-57.0000 0 Wind Normal 223.99 0.00 -223.99 -13425 0 0 45 Wind 90 268.79 190.07 -190.07 -11389 -11404 11 90 Wind Normal 223.99 223.99 0.00 15 -13440 13
T3 57.0000-51.0000 0 Wind Normal 255.69 0.00 -255.69 -13780 0 0 45 Wind 90 306.83 216.96 -216.96 -11689 -11716 21 90 Wind Normal 255.69 255.69 0.00 27 -13808 25
T4 51.0000-45.0000 0 Wind Normal 263.30 0.00 -263.30 -12609 0 0 45 Wind 90 315.96 223.42 -223.42 -10695 -10724 22 90 Wind Normal 263.30 263.30 0.00 29 -12638 26
T5 45.0000-43.5000 0 Wind Normal 72.69 0.00 -72.69 -3208 0 0 45 Wind 90 87.23 61.68 -61.68 -2720 -2729 6 90 Wind Normal 72.69 72.69 0.00 9 -3216 7
T6 43.5000-42.0000 0 Wind Normal 81.52 0.00 -81.52 -3473 0 0 45 Wind 90 97.82 69.17 -69.17 -2945 -2957 9 90 Wind Normal 81.52 81.52 0.00 12 -3485 10
T7 42.0000-37.0000 0 Wind Normal 272.01 0.00 -272.01 -10691 0 0 45 Wind 90 326.42 230.81 -230.81 -9063 -9117 41 90 Wind Normal 272.01 272.01 0.00 54 -10745 48
T8 37.0000-32.0000 0 Wind Normal 282.18 0.00 -282.18 -9674 0 0 45 Wind 90 338.61 239.43 -239.43 -8200 -8260 43 90 Wind Normal 282.18 282.18 0.00 61 -9735 50
T9 32.0000-30.0000 0 Wind Normal 99.25 0.00 -99.25 -3049 0 0 45 Wind 90 119.10 84.22 -84.22 -2583 -2611 22 90 Wind Normal 99.25 99.25 0.00 28 -3077 26
T10 30.0000-27.0000 0 Wind Normal 150.26 0.00 -150.26 -4231 0 0 45 Wind 90 180.32 127.50 -127.50 -3583 -3634 45 90 Wind Normal 150.26 150.26 0.00 51 -4283 53
T11 27.0000-23.0000 0 Wind Normal 185.01 0.00 -185.01 -4539 0 0 45 Wind 90 215.06 152.07 -152.07 -3715 -3802 84 90 Wind Normal 185.01 185.01 0.00 87 -4625 102
T12 23.0000-18.0000 0 Wind Normal 233.61 0.00 -233.61 -4651 0 0 45 Wind 90 263.92 186.62 -186.62 -3688 -3826 129
RRIISSAATToowweerr Job
TORRE DE 65m-CUADRADA PATA=12.900m V=130 KPH
Page
22 of 51
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SIMON BOLIVAR - CONDICION NUEVA + REFUERZO.
Date
14:58:37 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
Section
No. Section
Elevation
m
Wind
Azimuth
°
Directionality F
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 90 Wind Normal 233.61 233.61 0.00 138 -4789 161
T13 18.0000-12.0000 0 Wind Normal 275.08 0.00 -275.08 -3918 0 0 45 Wind 90 304.12 215.04 -215.04 -3017 -3226 180 90 Wind Normal 275.08 275.08 0.00 208 -4126 230
T14 12.0000-6.0000 0 Wind Normal 310.91 0.00 -310.91 -2498 0 0 45 Wind 90 337.48 238.63 -238.63 -1847 -2148 219 90 Wind Normal 310.91 310.91 0.00 300 -2798 285
T15 6.0000-0.0000 0 Wind Normal 394.72 0.00 -394.72 -747 0 0 45 Wind 90 422.11 298.48 -298.48 -458 -895 306 90 Wind Normal 394.72 394.72 0.00 437 -1184 404
Mast Totals - Service
Wind
Azimuth
°
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 0.00 -3173.97 -95206 0 0
45 2596.66 -2596.66 -79591 -81052 1139 90 3173.97 0.00 1461 -96667 1444
Discrete Appurtenance Pressures - No Ice GH = 1.110
Description Aiming
Azimuth
°
Weight
kg
Offsetx
m
Offsetz
m
z
m
Kz qz
kPa
CAAC
Front m
2
CAAC
Side m
2 ANT OMNI L=3m 45.0000 85.00 0.7828 -0.7828 63.5000 1.693 1.35 0.1500 0.1500 2 ANT TV 0.30x1.20m 270.0000 24.00 -1.1000 0.0000 58.5000 1.654 1.32 0.3000 0.0800 2 ANT TV 0.30x1.20m 0.0000 24.00 0.0000 -0.5000 58.5000 1.654 1.32 0.3000 0.0800 2 ANT TV 0.30x1.20m 90.0000 24.00 1.1000 0.0000 58.5000 1.654 1.32 0.3000 0.0800 2 ANT TV 0.30x1.20m 180.0000 24.00 0.0000 0.5000 58.5000 1.654 1.32 0.3000 0.0800 2 ANT TV 0.30x1.20m 270.0000 24.00 -1.1000 0.0000 57.5000 1.646 1.32 0.3000 0.0800 2 ANT TV 0.30x1.20m 0.0000 24.00 0.0000 -0.5000 57.5000 1.646 1.32 0.3000 0.0800 2 ANT TV 0.30x1.20m 90.0000 24.00 1.1000 0.0000 57.5000 1.646 1.32 0.3000 0.0800 2 ANT TV 0.30x1.20m 180.0000 24.00 0.0000 0.5000 57.5000 1.646 1.32 0.3000 0.0800 1 ANT TV 0.30x1.20m 270.0000 12.00 -1.1000 0.0000 56.5000 1.637 1.31 0.1500 0.0400 1 ANT TV 0.30x1.20m 0.0000 12.00 0.0000 -0.5000 56.5000 1.637 1.31 0.1500 0.0400 1 ANT TV 0.30x1.20m 90.0000 12.00 1.1000 0.0000 56.5000 1.637 1.31 0.1500 0.0400 1 ANT TV 0.30x1.20m 180.0000 12.00 0.0000 0.5000 56.5000 1.637 1.31 0.1500 0.0400 2 ANT TV 0.30x1.20m 45.0000 24.00 1.3743 -1.3743 41.5000 1.499 1.20 0.3000 0.0800 2 ANT TV 0.30x1.20m 45.0000 24.00 1.3743 -1.3743 40.5000 1.489 1.19 0.3000 0.0800 1 ANT TV 0.30x1.20m 45.0000 12.00 1.3743 -1.3743 39.5000 1.478 1.18 0.1500 0.0400 AT15-250 135.0000 10.00 0.9243 0.9243 65.0000 1.704 1.36 0.4750 0.2600 AT15-250 135.0000 10.00 0.9243 0.9243 64.0000 1.697 1.36 0.4750 0.2600 AT15-250 225.0000 10.00 -0.9243 0.9243 65.0000 1.704 1.36 0.4750 0.2600 AT15-250 225.0000 10.00 -0.9243 0.9243 64.0000 1.697 1.36 0.4750 0.2600 AT15-250 45.0000 10.00 0.7828 -0.7828 65.0000 1.704 1.36 0.4750 0.2600 Sum
Weight: 435.00
RRIISSAATToowweerr Job
TORRE DE 65m-CUADRADA PATA=12.900m V=130 KPH
Page
23 of 51
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SIMON BOLIVAR - CONDICION NUEVA + REFUERZO.
Date
14:58:37 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
Discrete Appurtenance Vectors - No Ice
ANT OMNI L=3m - Elevation 63.5 - From Leg B
Wind
Azimuth
°
Fa
kg
Fs
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 16.25 16.25 0.00 -22.98 -1526 -67 18
45 22.98 0.00 16.25 -16.25 -1098 -1098 0 90 16.25 16.25 22.98 0.00 -67 -1526 -18
2 ANT TV 0.30x1.20m - Elevation 58.5 - From Face A
Wind
Azimuth
°
Fa
kg
Fs
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 0.00 11.97 0.00 -11.97 -700 26 -13
45 31.75 8.47 31.75 -8.47 -495 -1831 -9 90 44.90 0.00 44.90 0.00 0 -2600 0
2 ANT TV 0.30x1.20m - Elevation 58.5 - From Face B
Wind
Azimuth
°
Fa
kg
Fs
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 44.90 0.00 0.00 -44.90 -2638 0 0
45 31.75 8.47 8.47 -31.75 -1869 -495 -4 90 0.00 11.97 11.97 0.00 -12 -700 -6
2 ANT TV 0.30x1.20m - Elevation 58.5 - From Face C
Wind
Azimuth
°
Fa
kg
Fs
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 0.00 11.97 0.00 -11.97 -700 -26 13
45 31.75 8.47 31.75 -8.47 -495 -1884 9 90 44.90 0.00 44.90 0.00 0 -2653 0
2 ANT TV 0.30x1.20m - Elevation 58.5 - From Face D
Wind
Azimuth
°
Fa
kg
Fs
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 44.90 0.00 0.00 -44.90 -2614 0 0
45 31.75 8.47 8.47 -31.75 -1845 -495 4 90 0.00 11.97 11.97 0.00 12 -700 6
2 ANT TV 0.30x1.20m - Elevation 57.5 - From Face A
Wind
Azimuth
°
Fa
kg
Fs
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 0.00 11.91 0.00 -11.91 -685 26 -13
45 31.59 8.42 31.59 -8.42 -484 -1790 -9 90 44.68 0.00 44.68 0.00 0 -2542 0
RRIISSAATToowweerr Job
TORRE DE 65m-CUADRADA PATA=12.900m V=130 KPH
Page
24 of 51
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SIMON BOLIVAR - CONDICION NUEVA + REFUERZO.
Date
14:58:37 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
2 ANT TV 0.30x1.20m - Elevation 57.5 - From Face B
Wind
Azimuth
°
Fa
kg
Fs
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 44.68 0.00 0.00 -44.68 -2581 0 0
45 31.59 8.42 8.42 -31.59 -1828 -484 -4 90 0.00 11.91 11.91 0.00 -12 -685 -6
2 ANT TV 0.30x1.20m - Elevation 57.5 - From Face C
Wind
Azimuth
°
Fa
kg
Fs
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 0.00 11.91 0.00 -11.91 -685 -26 13
45 31.59 8.42 31.59 -8.42 -484 -1843 9 90 44.68 0.00 44.68 0.00 0 -2595 0
2 ANT TV 0.30x1.20m - Elevation 57.5 - From Face D
Wind
Azimuth
°
Fa
kg
Fs
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 44.68 0.00 0.00 -44.68 -2557 0 0
45 31.59 8.42 8.42 -31.59 -1804 -484 4 90 0.00 11.91 11.91 0.00 12 -685 6
1 ANT TV 0.30x1.20m - Elevation 56.5 - From Face A
Wind
Azimuth
°
Fa
kg
Fs
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 0.00 5.93 0.00 -5.93 -335 13 -7
45 15.72 4.19 15.72 -4.19 -237 -875 -5 90 22.23 0.00 22.23 0.00 0 -1243 0
1 ANT TV 0.30x1.20m - Elevation 56.5 - From Face B
Wind
Azimuth
°
Fa
kg
Fs
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 22.23 0.00 0.00 -22.23 -1262 0 0
45 15.72 4.19 4.19 -15.72 -894 -237 -2 90 0.00 5.93 5.93 0.00 -6 -335 -3
1 ANT TV 0.30x1.20m - Elevation 56.5 - From Face C
Wind
Azimuth
°
Fa
kg
Fs
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 0.00 5.93 0.00 -5.93 -335 -13 7
45 15.72 4.19 15.72 -4.19 -237 -901 5 90 22.23 0.00 22.23 0.00 0 -1269 0
1 ANT TV 0.30x1.20m - Elevation 56.5 - From Face D
Wind
Azimuth
°
Fa
kg
Fs
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 22.23 0.00 0.00 -22.23 -1250 0 0
RRIISSAATToowweerr Job
TORRE DE 65m-CUADRADA PATA=12.900m V=130 KPH
Page
25 of 51
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SIMON BOLIVAR - CONDICION NUEVA + REFUERZO.
Date
14:58:37 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
1 ANT TV 0.30x1.20m - Elevation 56.5 - From Face D
Wind
Azimuth
°
Fa
kg
Fs
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 45 15.72 4.19 4.19 -15.72 -882 -237 2 90 0.00 5.93 5.93 0.00 6 -335 3
2 ANT TV 0.30x1.20m - Elevation 41.5 - From Leg B
Wind
Azimuth
°
Fa
kg
Fs
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 28.78 7.67 14.92 -25.78 -1103 -652 15
45 40.70 0.00 28.78 -28.78 -1227 -1227 0 90 28.78 7.67 25.78 -14.92 -652 -1103 -15
2 ANT TV 0.30x1.20m - Elevation 40.5 - From Leg B
Wind
Azimuth
°
Fa
kg
Fs
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 28.58 7.62 14.82 -25.60 -1070 -633 15
45 40.42 0.00 28.58 -28.58 -1191 -1191 0 90 28.58 7.62 25.60 -14.82 -633 -1070 -15
1 ANT TV 0.30x1.20m - Elevation 39.5 - From Leg B
Wind
Azimuth
°
Fa
kg
Fs
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 14.19 3.78 7.36 -12.71 -518 -307 7
45 20.07 0.00 14.19 -14.19 -577 -577 0 90 14.19 3.78 12.71 -7.36 -307 -518 -7
AT15-250 - Elevation 65 - From Leg C
Wind
Azimuth
°
Fa
kg
Fs
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 51.80 28.35 -16.58 -56.68 -3675 1068 37
45 0.00 40.10 28.35 -28.35 -1834 -1852 52 90 51.80 28.35 56.68 16.58 1087 -3693 37
AT15-250 - Elevation 64 - From Leg C
Wind
Azimuth
°
Fa
kg
Fs
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 51.57 28.23 -16.51 -56.43 -3602 1047 37
45 0.00 39.92 28.23 -28.23 -1797 -1816 52 90 51.57 28.23 56.43 16.51 1066 -3621 37
AT15-250 - Elevation 65 - From Leg D
Wind
Azimuth
°
Fa
kg
Fs
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 51.80 28.35 16.58 -56.68 -3675 -1068 -37
45 73.26 0.00 51.80 -51.80 -3358 -3358 0
RRIISSAATToowweerr Job
TORRE DE 65m-CUADRADA PATA=12.900m V=130 KPH
Page
26 of 51
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SIMON BOLIVAR - CONDICION NUEVA + REFUERZO.
Date
14:58:37 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
AT15-250 - Elevation 65 - From Leg D
Wind
Azimuth
°
Fa
kg
Fs
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 90 51.80 28.35 56.68 -16.58 -1068 -3675 37
AT15-250 - Elevation 64 - From Leg D
Wind
Azimuth
°
Fa
kg
Fs
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 51.57 28.23 16.51 -56.43 -3602 -1047 -37
45 72.94 0.00 51.57 -51.57 -3291 -3291 0 90 51.57 28.23 56.43 -16.51 -1047 -3602 37
AT15-250 - Elevation 65 - From Leg B
Wind
Azimuth
°
Fa
kg
Fs
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 51.80 28.35 16.58 -56.68 -3692 -1086 31
45 73.26 0.00 51.80 -51.80 -3375 -3375 0 90 51.80 28.35 56.68 -16.58 -1086 -3692 -31
Discrete Appurtenance Totals - No Ice
Wind
Azimuth
°
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 53.68 -653.19 -38806 -2745 86
45 499.83 -499.83 -29305 -29342 105 90 653.19 -53.68 -2708 -38843 61
Discrete Appurtenance Pressures - Service GH = 1.110
Description Aiming
Azimuth
°
Weight
kg
Offsetx
m
Offsetz
m
z
m
Kz qz
kPa
CAAC
Front m
2
CAAC
Side m
2 ANT OMNI L=3m 45.0000 85.00 0.7828 -0.7828 63.5000 1.693 0.34 0.1500 0.1500 2 ANT TV 0.30x1.20m 270.0000 24.00 -1.1000 0.0000 58.5000 1.654 0.33 0.3000 0.0800 2 ANT TV 0.30x1.20m 0.0000 24.00 0.0000 -0.5000 58.5000 1.654 0.33 0.3000 0.0800 2 ANT TV 0.30x1.20m 90.0000 24.00 1.1000 0.0000 58.5000 1.654 0.33 0.3000 0.0800 2 ANT TV 0.30x1.20m 180.0000 24.00 0.0000 0.5000 58.5000 1.654 0.33 0.3000 0.0800 2 ANT TV 0.30x1.20m 270.0000 24.00 -1.1000 0.0000 57.5000 1.646 0.33 0.3000 0.0800 2 ANT TV 0.30x1.20m 0.0000 24.00 0.0000 -0.5000 57.5000 1.646 0.33 0.3000 0.0800 2 ANT TV 0.30x1.20m 90.0000 24.00 1.1000 0.0000 57.5000 1.646 0.33 0.3000 0.0800 2 ANT TV 0.30x1.20m 180.0000 24.00 0.0000 0.5000 57.5000 1.646 0.33 0.3000 0.0800 1 ANT TV 0.30x1.20m 270.0000 12.00 -1.1000 0.0000 56.5000 1.637 0.33 0.1500 0.0400 1 ANT TV 0.30x1.20m 0.0000 12.00 0.0000 -0.5000 56.5000 1.637 0.33 0.1500 0.0400 1 ANT TV 0.30x1.20m 90.0000 12.00 1.1000 0.0000 56.5000 1.637 0.33 0.1500 0.0400 1 ANT TV 0.30x1.20m 180.0000 12.00 0.0000 0.5000 56.5000 1.637 0.33 0.1500 0.0400 2 ANT TV 0.30x1.20m 45.0000 24.00 1.3743 -1.3743 41.5000 1.499 0.30 0.3000 0.0800 2 ANT TV 0.30x1.20m 45.0000 24.00 1.3743 -1.3743 40.5000 1.489 0.30 0.3000 0.0800 1 ANT TV 0.30x1.20m 45.0000 12.00 1.3743 -1.3743 39.5000 1.478 0.30 0.1500 0.0400
RRIISSAATToowweerr Job
TORRE DE 65m-CUADRADA PATA=12.900m V=130 KPH
Page
27 of 51
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SIMON BOLIVAR - CONDICION NUEVA + REFUERZO.
Date
14:58:37 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
Description Aiming
Azimuth
°
Weight
kg
Offsetx
m
Offsetz
m
z
m
Kz qz
kPa
CAAC
Front m
2
CAAC
Side m
2 AT15-250 135.0000 10.00 0.9243 0.9243 65.0000 1.704 0.34 0.4750 0.2600 AT15-250 135.0000 10.00 0.9243 0.9243 64.0000 1.697 0.34 0.4750 0.2600 AT15-250 225.0000 10.00 -0.9243 0.9243 65.0000 1.704 0.34 0.4750 0.2600 AT15-250 225.0000 10.00 -0.9243 0.9243 64.0000 1.697 0.34 0.4750 0.2600 AT15-250 45.0000 10.00 0.7828 -0.7828 65.0000 1.704 0.34 0.4750 0.2600 Sum
Weight: 435.00
Discrete Appurtenance Vectors - Service
ANT OMNI L=3m - Elevation 63.5 - From Leg B
Wind
Azimuth
°
Fa
kg
Fs
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 4.06 4.06 0.00 -5.75 -431 -67 4
45 5.75 0.00 4.06 -4.06 -325 -325 0 90 4.06 4.06 5.75 0.00 -67 -431 -4
2 ANT TV 0.30x1.20m - Elevation 58.5 - From Face A
Wind
Azimuth
°
Fa
kg
Fs
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 0.00 2.99 0.00 -2.99 -175 26 -3
45 7.94 2.12 7.94 -2.12 -124 -438 -2 90 11.22 0.00 11.22 0.00 0 -630 0
2 ANT TV 0.30x1.20m - Elevation 58.5 - From Face B
Wind
Azimuth
°
Fa
kg
Fs
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 11.22 0.00 0.00 -11.22 -669 0 0
45 7.94 2.12 2.12 -7.94 -476 -124 -1 90 0.00 2.99 2.99 0.00 -12 -175 -1
2 ANT TV 0.30x1.20m - Elevation 58.5 - From Face C
Wind
Azimuth
°
Fa
kg
Fs
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 0.00 2.99 0.00 -2.99 -175 -26 3
45 7.94 2.12 7.94 -2.12 -124 -491 2 90 11.22 0.00 11.22 0.00 0 -683 0
2 ANT TV 0.30x1.20m - Elevation 58.5 - From Face D
Wind
Azimuth
°
Fa
kg
Fs
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 11.22 0.00 0.00 -11.22 -645 0 0
45 7.94 2.12 2.12 -7.94 -452 -124 1 90 0.00 2.99 2.99 0.00 12 -175 1
RRIISSAATToowweerr Job
TORRE DE 65m-CUADRADA PATA=12.900m V=130 KPH
Page
28 of 51
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SIMON BOLIVAR - CONDICION NUEVA + REFUERZO.
Date
14:58:37 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
2 ANT TV 0.30x1.20m - Elevation 57.5 - From Face A
Wind
Azimuth
°
Fa
kg
Fs
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 0.00 2.98 0.00 -2.98 -171 26 -3
45 7.90 2.11 7.90 -2.11 -121 -428 -2 90 11.17 0.00 11.17 0.00 0 -616 0
2 ANT TV 0.30x1.20m - Elevation 57.5 - From Face B
Wind
Azimuth
°
Fa
kg
Fs
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 11.17 0.00 0.00 -11.17 -654 0 0
45 7.90 2.11 2.11 -7.90 -466 -121 -1 90 0.00 2.98 2.98 0.00 -12 -171 -1
2 ANT TV 0.30x1.20m - Elevation 57.5 - From Face C
Wind
Azimuth
°
Fa
kg
Fs
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 0.00 2.98 0.00 -2.98 -171 -26 3
45 7.90 2.11 7.90 -2.11 -121 -481 2 90 11.17 0.00 11.17 0.00 0 -669 0
2 ANT TV 0.30x1.20m - Elevation 57.5 - From Face D
Wind
Azimuth
°
Fa
kg
Fs
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 11.17 0.00 0.00 -11.17 -630 0 0
45 7.90 2.11 2.11 -7.90 -442 -121 1 90 0.00 2.98 2.98 0.00 12 -171 1
1 ANT TV 0.30x1.20m - Elevation 56.5 - From Face A
Wind
Azimuth
°
Fa
kg
Fs
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 0.00 1.48 0.00 -1.48 -84 13 -2
45 3.93 1.05 3.93 -1.05 -59 -209 -1 90 5.56 0.00 5.56 0.00 0 -301 0
1 ANT TV 0.30x1.20m - Elevation 56.5 - From Face B
Wind
Azimuth
°
Fa
kg
Fs
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 5.56 0.00 0.00 -5.56 -320 0 0
45 3.93 1.05 1.05 -3.93 -228 -59 -1 90 0.00 1.48 1.48 0.00 -6 -84 -1
RRIISSAATToowweerr Job
TORRE DE 65m-CUADRADA PATA=12.900m V=130 KPH
Page
29 of 51
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SIMON BOLIVAR - CONDICION NUEVA + REFUERZO.
Date
14:58:37 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
1 ANT TV 0.30x1.20m - Elevation 56.5 - From Face C
Wind
Azimuth
°
Fa
kg
Fs
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 0.00 1.48 0.00 -1.48 -84 -13 2
45 3.93 1.05 3.93 -1.05 -59 -235 1 90 5.56 0.00 5.56 0.00 0 -327 0
1 ANT TV 0.30x1.20m - Elevation 56.5 - From Face D
Wind
Azimuth
°
Fa
kg
Fs
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 5.56 0.00 0.00 -5.56 -308 0 0
45 3.93 1.05 1.05 -3.93 -216 -59 1 90 0.00 1.48 1.48 0.00 6 -84 1
2 ANT TV 0.30x1.20m - Elevation 41.5 - From Leg B
Wind
Azimuth
°
Fa
kg
Fs
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 7.20 1.92 3.73 -6.44 -300 -188 4
45 10.18 0.00 7.20 -7.20 -332 -332 0 90 7.20 1.92 6.44 -3.73 -188 -300 -4
2 ANT TV 0.30x1.20m - Elevation 40.5 - From Leg B
Wind
Azimuth
°
Fa
kg
Fs
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 7.15 1.91 3.71 -6.40 -292 -183 4
45 10.10 0.00 7.15 -7.15 -322 -322 0 90 7.15 1.91 6.40 -3.71 -183 -292 -4
1 ANT TV 0.30x1.20m - Elevation 39.5 - From Leg B
Wind
Azimuth
°
Fa
kg
Fs
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 3.55 0.95 1.84 -3.18 -142 -89 2
45 5.02 0.00 3.55 -3.55 -157 -157 0 90 3.55 0.95 3.18 -1.84 -89 -142 -2
AT15-250 - Elevation 65 - From Leg C
Wind
Azimuth
°
Fa
kg
Fs
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 12.95 7.09 -4.14 -14.17 -912 260 9
45 0.00 10.02 7.09 -7.09 -452 -470 13 90 12.95 7.09 14.17 4.14 279 -930 9
RRIISSAATToowweerr Job
TORRE DE 65m-CUADRADA PATA=12.900m V=130 KPH
Page
30 of 51
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SIMON BOLIVAR - CONDICION NUEVA + REFUERZO.
Date
14:58:37 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
AT15-250 - Elevation 64 - From Leg C
Wind
Azimuth
°
Fa
kg
Fs
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 12.89 7.06 -4.13 -14.11 -894 255 9
45 0.00 9.98 7.06 -7.06 -442 -461 13 90 12.89 7.06 14.11 4.13 273 -912 9
AT15-250 - Elevation 65 - From Leg D
Wind
Azimuth
°
Fa
kg
Fs
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 12.95 7.09 4.14 -14.17 -912 -260 -9
45 18.31 0.00 12.95 -12.95 -833 -833 0 90 12.95 7.09 14.17 -4.14 -260 -912 9
AT15-250 - Elevation 64 - From Leg D
Wind
Azimuth
°
Fa
kg
Fs
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 12.89 7.06 4.13 -14.11 -894 -255 -9
45 18.23 0.00 12.89 -12.89 -816 -816 0 90 12.89 7.06 14.11 -4.13 -255 -894 9
AT15-250 - Elevation 65 - From Leg B
Wind
Azimuth
°
Fa
kg
Fs
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 12.95 7.09 4.14 -14.17 -929 -277 8
45 18.31 0.00 12.95 -12.95 -850 -850 0 90 12.95 7.09 14.17 -4.14 -277 -929 -8
Discrete Appurtenance Totals - Service
Wind
Azimuth
°
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 13.42 -163.30 -9791 -804 22
45 124.96 -124.96 -7416 -7453 26 90 163.30 -13.42 -767 -9828 15
RRIISSAATToowweerr Job
TORRE DE 65m-CUADRADA PATA=12.900m V=130 KPH
Page
31 of 51
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SIMON BOLIVAR - CONDICION NUEVA + REFUERZO.
Date
14:58:37 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
Dish Pressures - No Ice
Elevation
m Dish
Description
Aiming
Azimuth
°
Weight
kg Offsetx
m
Offsetz
m
Kz
AA
m2
qz
kPa
52.5000 HP8-102 315.0000 113.85 -0.7828 -0.7828 1.603 4.6693 1.28 38.5000 KP8F-13 315.0000 127.91 -1.2328 -1.2328 1.467 3.7356 1.17 34.5000 HP8-102 315.0000 113.85 -1.2328 -1.2328 1.422 4.6693 1.14
Sum Weight:
355.61
Dish Vectors - No Ice
HP8-102 - Elevation 52.5 - From Leg A
Wind
Azimuth
°
CA
CS
CM
FA
kg
FS
kg
FM
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 0.003230 0.000000 0.000000 854.84 0.00 0.00 0.00 -854.84 -44968 89 -669
45 0.003230 0.000000 0.000000 854.84 0.00 0.00 604.46 -604.46 -31823 -31645 -946 90 0.003230 0.000000 0.000000 854.84 0.00 0.00 854.84 0.00 -89 -44790 -669
KP8F-13 - Elevation 38.5 - From Leg A
Wind
Azimuth
°
CA
CS
CM
FA
kg
FS
kg
FM
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 0.001520 0.000000 0.000000 294.54 0.00 0.00 0.00 -294.54 -11498 158 -363
45 0.001520 0.000000 0.000000 294.54 0.00 0.00 208.27 -208.27 -8176 -7861 -514 90 0.001520 0.000000 0.000000 294.54 0.00 0.00 294.54 0.00 -158 -11182 -363
HP8-102 - Elevation 34.5 - From Leg A
Wind
Azimuth
°
CA
CS
CM
FA
kg
FS
kg
FM
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 0.003230 0.000000 0.000000 758.20 0.00 0.00 0.00 -758.20 -26298 140 -935
45 0.003230 0.000000 0.000000 758.20 0.00 0.00 536.13 -536.13 -18637 -18356 -1322 90 0.003230 0.000000 0.000000 758.20 0.00 0.00 758.20 0.00 -140 -26018 -935
Dish Totals - No Ice
Wind
Azimuth
°
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 0.00 -1907.59 -82764 387 -1967
45 1348.87 -1348.87 -58636 -57862 -2782 90 1907.59 0.00 -387 -81990 -1967
RRIISSAATToowweerr Job
TORRE DE 65m-CUADRADA PATA=12.900m V=130 KPH
Page
32 of 51
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SIMON BOLIVAR - CONDICION NUEVA + REFUERZO.
Date
14:58:37 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
Dish Pressures - Service
Elevation
m Dish
Description
Aiming
Azimuth
°
Weight
kg Offsetx
m
Offsetz
m
Kz
AA
m2
qz
kPa
52.5000 HP8-102 315.0000 113.85 -0.7828 -0.7828 1.603 4.6693 0.32 38.5000 KP8F-13 315.0000 127.91 -1.2328 -1.2328 1.467 3.7356 0.29 34.5000 HP8-102 315.0000 113.85 -1.2328 -1.2328 1.422 4.6693 0.28
Sum Weight:
355.61
Dish Vectors - Service
HP8-102 - Elevation 52.5 - From Leg A
Wind
Azimuth
°
CA
CS
CM
FA
kg
FS
kg
FM
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 0.003230 0.000000 0.000000 213.71 0.00 0.00 0.00 -213.71 -11309 89 -167
45 0.003230 0.000000 0.000000 213.71 0.00 0.00 151.12 -151.12 -8023 -7844 -237 90 0.003230 0.000000 0.000000 213.71 0.00 0.00 213.71 0.00 -89 -11131 -167
KP8F-13 - Elevation 38.5 - From Leg A
Wind
Azimuth
°
CA
CS
CM
FA
kg
FS
kg
FM
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 0.001520 0.000000 0.000000 73.64 0.00 0.00 0.00 -73.64 -2993 158 -91
45 0.001520 0.000000 0.000000 73.64 0.00 0.00 52.07 -52.07 -2162 -1847 -128 90 0.001520 0.000000 0.000000 73.64 0.00 0.00 73.64 0.00 -158 -2677 -91
HP8-102 - Elevation 34.5 - From Leg A
Wind
Azimuth
°
CA
CS
CM
FA
kg
FS
kg
FM
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 0.003230 0.000000 0.000000 189.55 0.00 0.00 0.00 -189.55 -6680 140 -234
45 0.003230 0.000000 0.000000 189.55 0.00 0.00 134.03 -134.03 -4764 -4484 -330 90 0.003230 0.000000 0.000000 189.55 0.00 0.00 189.55 0.00 -140 -6399 -234
Dish Totals - Service
Wind
Azimuth
°
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 0.00 -476.90 -20981 387 -492
45 337.22 -337.22 -14950 -14175 -695 90 476.90 0.00 -387 -20207 -492
RRIISSAATToowweerr Job
TORRE DE 65m-CUADRADA PATA=12.900m V=130 KPH
Page
33 of 51
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SIMON BOLIVAR - CONDICION NUEVA + REFUERZO.
Date
14:58:37 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
User Load Vectors - No Ice
CxMANTENIMIENTO - Elevation 99
Wind
Azimuth
°
Offsetx
m
Offsetz
m
F
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 0.0000 0.0000 0.00 0.00 0.00 0 0 0
45 0.0000 0.0000 0.00 0.00 0.00 0 0 0 90 0.0000 0.0000 0.00 0.00 0.00 0 0 0
User Load Totals - No Ice
Wind
Azimuth
°
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 0.00 0.00 0 0 0
45 0.00 0.00 0 0 0 90 0.00 0.00 0 0 0
User Load Vectors - Service
CxMANTENIMIENTO - Elevation 99
Wind
Azimuth
°
Offsetx
m
Offsetz
m
F
kg
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 0.0000 0.0000 0.00 0.00 0.00 0 0 0
45 0.0000 0.0000 0.00 0.00 0.00 0 0 0 90 0.0000 0.0000 0.00 0.00 0.00 0 0 0
User Load Totals - Service
Wind
Azimuth
°
Vx
kg
Vz
kg
OTMx
kg-m
OTMz
kg-m
Torque
kg-m 0 0.00 0.00 0 0 0
45 0.00 0.00 0 0 0 90 0.00 0.00 0 0 0
RRIISSAATToowweerr Job
TORRE DE 65m-CUADRADA PATA=12.900m V=130 KPH
Page
34 of 51
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SIMON BOLIVAR - CONDICION NUEVA + REFUERZO.
Date
14:58:37 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
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 13280.20 Bracing Weight 9988.73 Total Member Self-Weight 23268.93 954 230 Total Weight 25091.60 954 230 Wind 0 deg - No Ice 53.68 -15256.64 -506778 -2358 -1881 Wind 45 deg - No Ice 12235.33 -12235.33 -410689 -411412 1878 Wind 90 deg - No Ice 15256.64 -53.68 -1634 -507501 3871 Total Weight 25091.60 954 230 Wind 0 deg - Service 13.42 -3814.16 -127440 -417 -470 Wind 45 deg - Service 3058.83 -3058.83 -103418 -102680 470 Wind 90 deg - Service 3814.16 -13.42 -1154 -126702 968
Load Combinations
Comb.
No.
Description
1 Dead Only 2 Dead+Wind 0 deg - No Ice 3 Dead+Wind 45 deg - No Ice 4 Dead+Wind 90 deg - No Ice 5 Dead+Wind 0 deg - Service 6 Dead+Wind 45 deg - Service 7 Dead+Wind 90 deg - Service
Maximum Member Forces Section
No.
Elevation
m
Component
Type
Condition Gov.
Load
Comb.
Force
kg
Major Axis
Moment
kg-m
Minor Axis
Moment
kg-m
T1 65 - 63 Leg Max Tension 3 252.92 0 0 Max. Compression 3 -426.84 -21 -15 Max. Mx 4 -303.20 31 3 Max. My 4 68.95 -3 -30 Max. Vy 4 -104.78 0 0 Max. Vx 4 104.30 0 0 Diagonal Max Tension 4 223.02 0 0 Max. Compression 4 -258.46 0 0 Max. Mx 2 33.09 1 0 Max. My 3 -198.16 1 -1 Max. Vy 2 1.98 1 0 Max. Vx 3 -1.33 0 0 Top Girt Max Tension 4 17.92 0 0 Max. Compression 4 -4.90 0 0 Max. Mx 1 6.59 -1 0 Max. My 3 15.54 0 0 Max. Vy 1 3.43 0 0 Max. Vx 3 -0.00 0 0
T2 63 - 57 Leg Max Tension 3 3886.53 14 17
RRIISSAATToowweerr Job
TORRE DE 65m-CUADRADA PATA=12.900m V=130 KPH
Page
35 of 51
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SIMON BOLIVAR - CONDICION NUEVA + REFUERZO.
Date
14:58:37 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
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 -4442.57 -20 -21 Max. Mx 2 2249.35 29 -3 Max. My 2 -2795.22 3 -29 Max. Vy 4 71.48 -28 2 Max. Vx 4 -71.45 -2 28 Diagonal Max Tension 3 1067.68 0 0 Max. Compression 3 -1176.52 0 0 Max. Mx 3 1063.19 1 -1 Max. My 3 -456.87 0 -2 Max. Vy 3 2.68 1 -1 Max. Vx 3 -1.54 0 0 Top Girt Max Tension 4 85.68 0 0 Max. Compression 4 -41.48 0 0 Max. Mx 1 21.05 -1 0 Max. My 3 73.05 0 0 Max. Vy 1 3.43 0 0 Max. Vx 3 -0.00 0 0 Mid Girt Max Tension 4 350.34 0 0 Max. Compression 4 -266.76 0 0 Max. Mx 1 40.36 -1 0 Max. My 3 160.64 0 0 Max. Vy 1 2.72 0 0 Max. Vx 3 -0.00 0 0
T3 57 - 51 Leg Max Tension 3 13451.22 64 11 Max. Compression 3 -14416.06 -11 -56 Max. Mx 3 13451.22 -96 11 Max. My 3 -14340.54 -11 96 Max. Vy 2 328.45 73 -24 Max. Vx 2 -330.79 23 -74 Diagonal Max Tension 3 2607.06 0 0 Max. Compression 3 -2746.58 0 0 Max. Mx 3 2606.82 3 1 Max. My 3 -936.63 -1 2 Max. Vy 3 3.90 3 1 Max. Vx 3 2.10 0 0 Top Girt Max Tension 4 492.59 0 0 Max. Compression 4 -395.22 0 0 Max. Mx 1 47.90 -1 0 Max. My 3 407.62 0 0 Max. Vy 1 3.43 0 0 Max. Vx 3 -0.00 0 0 Mid Girt Max Tension 4 922.39 0 0 Max. Compression 4 -795.69 0 0 Max. Mx 1 62.05 -1 0 Max. My 3 532.28 0 0 Max. Vy 1 2.72 0 0 Max. Vx 3 -0.00 0 0
T4 51 - 45 Leg Max Tension 3 32779.57 15 18 Max. Compression 3 -33241.05 -52 -45 Max. Mx 3 -869.84 78 -79 Max. My 3 -869.84 78 -79 Max. Vy 3 -79.23 -72 64 Max. Vx 3 -72.64 62 -70 Diagonal Max Tension 3 3742.76 6 2 Max. Compression 3 -3752.46 0 0 Max. Mx 3 3742.76 6 2 Max. My 3 -3160.63 -2 3 Max. Vy 3 7.94 6 2 Max. Vx 3 -3.33 0 0 Top Girt Max Tension 2 1229.95 0 0 Max. Compression 2 -1083.32 0 0
RRIISSAATToowweerr Job
TORRE DE 65m-CUADRADA PATA=12.900m V=130 KPH
Page
36 of 51
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SIMON BOLIVAR - CONDICION NUEVA + REFUERZO.
Date
14:58:37 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
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 70.48 -1 0 Max. My 3 -871.37 0 0 Max. Vy 1 3.43 0 0 Max. Vx 3 -0.00 0 0 Mid Girt Max Tension 2 2189.03 0 0 Max. Compression 2 -1995.01 0 0 Max. Mx 1 94.16 -1 0 Max. My 3 -1610.41 0 0 Max. Vy 1 2.72 0 0 Max. Vx 3 -0.00 0 0
T5 45 - 43.5 Leg Max Tension 3 28134.82 29 23 Max. Compression 3 -28554.92 -7 -7 Max. Mx 3 -28498.43 -52 -45 Max. My 3 -1339.32 46 -50 Max. Vy 3 64.01 -51 48 Max. Vx 3 58.91 46 -50 Diagonal Max Tension 3 7290.57 0 0 Max. Compression 3 -7400.95 -42 68 Max. Mx 3 1332.06 -43 -59 Max. My 3 -2609.03 37 -70 Max. Vy 3 -58.01 0 0 Max. Vx 3 88.67 0 0 Top Girt Max Tension 2 1853.37 0 0 Max. Compression 2 -1741.40 0 0 Max. Mx 2 1853.37 -1 0 Max. My 3 -1399.28 0 0 Max. Vy 2 3.39 0 0 Max. Vx 3 -0.51 0 0
T6 43.5 - 42 Leg Max Tension 3 27358.32 12 15 Max. Compression 3 -29411.46 -14 -14 Max. Mx 3 -1316.25 -50 48 Max. My 3 -1371.97 46 -49 Max. Vy 3 57.93 46 -49 Max. Vx 3 63.87 -50 48 Diagonal Max Tension 3 2368.45 0 0 Max. Compression 3 -2396.85 0 0 Max. Mx 3 -2136.05 -32 -37 Max. My 3 437.42 27 -39 Max. Vy 3 41.05 -32 -37 Max. Vx 3 41.54 0 0 Top Girt Max Tension 2 3747.92 0 0 Max. Compression 2 -3417.11 0 0 Max. Mx 2 3747.92 -2 0 Max. My 3 -2733.82 0 0 Max. Vy 2 6.48 0 0 Max. Vx 3 0.97 0 0
T7 42 - 37 Leg Max Tension 3 31012.96 53 34 Max. Compression 3 -33334.73 -31 -58 Max. Mx 2 18594.85 78 -22 Max. My 2 -21110.02 21 -78 Max. Vy 2 142.11 75 -19 Max. Vx 2 -142.95 21 -75 Diagonal Max Tension 3 4784.72 0 0 Max. Compression 3 -5190.38 0 0 Max. Mx 3 -853.47 16 0 Max. My 3 -3794.92 0 1 Max. Vy 3 -15.17 16 0 Max. Vx 3 -0.64 0 0 Top Girt Max Tension 2 4844.44 0 0 Max. Compression 2 -4139.69 0 0 Max. Mx 1 351.33 -4 0
RRIISSAATToowweerr Job
TORRE DE 65m-CUADRADA PATA=12.900m V=130 KPH
Page
37 of 51
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SIMON BOLIVAR - CONDICION NUEVA + REFUERZO.
Date
14:58:37 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
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 -3287.88 0 0 Max. Vy 1 8.59 0 0 Max. Vx 3 -0.00 0 0 Mid Girt Max Tension 2 3580.74 0 0 Max. Compression 2 -3126.47 0 0 Max. Mx 1 224.34 -4 0 Max. My 3 -2499.53 0 0 Max. Vy 1 8.59 0 0 Max. Vx 3 -0.00 0 0
T8 37 - 32 Leg Max Tension 3 45188.41 21 39 Max. Compression 3 -47470.72 -69 -70 Max. Mx 3 -1966.43 -119 115 Max. My 3 -1751.42 -119 116 Max. Vy 2 396.99 77 -44 Max. Vx 3 -405.57 96 -100 Diagonal Max Tension 3 6669.08 0 0 Max. Compression 3 -7049.09 0 0 Max. Mx 3 -1485.64 18 2 Max. My 3 -6087.74 -1 3 Max. Vy 3 -16.90 18 2 Max. Vx 3 -2.07 0 0 Top Girt Max Tension 2 3987.92 0 0 Max. Compression 2 -3508.26 0 0 Max. Mx 1 234.40 -4 0 Max. My 3 -2815.43 0 0 Max. Vy 1 8.59 0 0 Max. Vx 3 -0.00 0 0 Mid Girt Max Tension 2 4624.37 0 0 Max. Compression 2 -4090.59 0 0 Max. Mx 1 254.91 -4 0 Max. My 3 -3292.14 0 0 Max. Vy 1 8.59 0 0 Max. Vx 3 -0.00 0 0
T9 32 - 30 Leg Max Tension 3 51770.19 -83 1 Max. Compression 3 -54690.45 16 -3 Max. Mx 3 -54536.33 98 1 Max. My 3 -2694.91 -4 -92 Max. Vy 3 -93.82 -83 1 Max. Vx 3 111.10 -4 -92 Diagonal Max Tension 3 2973.05 0 0 Max. Compression 3 -3268.71 0 0 Max. Mx 3 -271.96 25 9 Max. My 3 -644.74 -19 14 Max. Vy 3 23.90 25 9 Max. Vx 3 -11.54 0 0 Top Girt Max Tension 2 670.92 0 0 Max. Compression 2 -640.77 0 0 Max. Mx 2 670.92 -4 0 Max. My 3 -530.95 0 0 Max. Vy 2 -8.54 0 0 Max. Vx 3 -0.85 0 0
T10 30 - 27 Leg Max Tension 3 47612.33 -34 -3 Max. Compression 3 -50800.59 101 -16 Max. Mx 3 47412.01 -119 -15 Max. My 3 -3058.48 -9 -177 Max. Vy 3 133.56 -119 -15 Max. Vx 3 130.81 -9 -177 Diagonal Max Tension 3 2915.40 0 0 Max. Compression 3 -3372.94 0 0 Max. Mx 3 -3335.76 22 -2 Max. My 3 326.50 19 10
RRIISSAATToowweerr Job
TORRE DE 65m-CUADRADA PATA=12.900m V=130 KPH
Page
38 of 51
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SIMON BOLIVAR - CONDICION NUEVA + REFUERZO.
Date
14:58:37 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
Section
No.
Elevation
m
Component
Type
Condition Gov.
Load
Comb.
Force
kg
Major Axis
Moment
kg-m
Minor Axis
Moment
kg-m
Max. Vy 3 -20.76 22 -2 Max. Vx 3 -6.70 0 0 Top Girt Max Tension 2 2919.35 0 0 Max. Compression 2 -2556.87 0 0 Max. Mx 2 2919.35 -6 0 Max. My 3 -2047.34 0 1 Max. Vy 2 10.34 0 0 Max. Vx 3 -1.03 0 0
T11 27 - 23 Leg Max Tension 3 48215.68 -119 -15 Max. Compression 3 -52542.14 46 -10 Max. Mx 3 48215.68 -119 -15 Max. My 3 -3492.09 -9 -177 Max. Vy 3 -136.21 -119 -15 Max. Vx 3 -158.77 -9 -177 Diagonal Max Tension 2 1654.13 0 0 Max. Compression 2 -1724.72 0 0 Max. Mx 2 -912.44 -11 0 Max. My 2 374.43 0 -3 Max. Vy 2 10.11 0 0 Max. Vx 2 2.45 0 0 Top Girt Max Tension 3 1711.26 0 0 Max. Compression 3 -1479.83 0 0 Max. Mx 2 1513.43 11 4 Max. My 3 -1479.81 -3 5 Max. Vy 2 14.14 11 4 Max. Vx 3 -4.44 0 0
T12 23 - 18 Leg Max Tension 3 40952.44 -86 -11 Max. Compression 3 -44207.91 147 -28 Max. Mx 3 40613.02 -185 -28 Max. My 3 -4060.72 -16 -272 Max. Vy 3 177.31 -185 -28 Max. Vx 3 199.41 -16 -272 Diagonal Max Tension 2 3250.73 0 0 Max. Compression 2 -4058.96 0 0 Max. Mx 2 -616.24 -14 0 Max. My 2 3250.73 0 -4 Max. Vy 2 10.12 0 0 Max. Vx 2 2.94 0 0 Top Girt Max Tension 2 1626.21 0 0 Max. Compression 2 -1347.86 0 0 Max. Mx 2 1626.21 -19 0 Max. My 3 -1071.46 0 2 Max. Vy 2 20.13 0 0 Max. Vx 3 -2.01 0 0
T13 18 - 12 Leg Max Tension 3 40535.86 -185 -28 Max. Compression 3 -44655.97 85 -2 Max. Mx 3 40126.40 -214 -2 Max. My 3 -4089.75 -16 -272 Max. Vy 3 187.50 -214 -2 Max. Vx 3 -219.42 -16 -272 Diagonal Max Tension 2 3232.20 0 0 Max. Compression 2 -4259.30 0 0 Max. Mx 2 4.30 -27 0 Max. My 4 3090.24 0 6 Max. Vy 2 16.08 0 0 Max. Vx 4 -3.69 0 0 Horizontal Max Tension 4 262.01 8 20 Max. Compression 4 -414.77 8 20 Max. Mx 4 -120.08 8 56 Max. My 2 -68.06 8 57 Max. Vy 4 16.09 8 56
RRIISSAATToowweerr Job
TORRE DE 65m-CUADRADA PATA=12.900m V=130 KPH
Page
39 of 51
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SIMON BOLIVAR - CONDICION NUEVA + REFUERZO.
Date
14:58:37 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
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 25.32 0 0 T14 12 - 6 Leg Max Tension 3 30301.72 -214 -2
Max. Compression 3 -43021.85 147 -31 Max. Mx 3 29979.35 -390 -32 Max. My 3 -8078.65 -123 -349 Max. Vy 3 276.10 -390 -32 Max. Vx 3 241.80 -123 -349 Diagonal Max Tension 3 9207.13 0 0 Max. Compression 2 -7523.12 0 0 Max. Mx 2 -7144.92 -53 0 Max. My 4 3413.27 0 36 Max. Vy 2 30.79 0 0 Max. Vx 4 -20.67 0 0 Top Girt Max Tension 4 1217.82 0 0 Max. Compression 4 -4599.33 0 0 Max. Mx 1 -1140.13 -62 0 Max. My 1 -1140.13 0 18 Max. Vy 1 41.73 0 0 Max. Vx 1 -12.17 0 0
T15 6 - 0 Leg Max Tension 3 29644.89 -390 -32 Max. Compression 3 -43644.64 0 0 Max. Mx 3 29644.89 -390 -32 Max. My 3 -8257.95 -125 -348 Max. Vy 3 -348.18 -390 -32 Max. Vx 3 -284.60 -125 -348 Diagonal Max Tension 3 6602.31 0 0 Max. Compression 3 -4329.88 0 0 Max. Mx 3 2176.52 -151 0 Max. My 4 -1252.30 0 -64 Max. Vy 3 67.27 0 0 Max. Vx 4 28.31 0 0 Horizontal Max Tension 4 171.38 0 0 Max. Compression 4 -688.19 40 260 Max. Mx 3 103.96 41 139 Max. My 4 -220.93 40 463 Max. Vy 3 -41.91 41 139 Max. Vx 4 108.12 0 0
Maximum Reactions
Location Condition Gov.
Load
Comb.
Vertical
kg
Horizontal, X
kg
Horizontal, Z
kg
Leg D Max. Vert 1 6318.73 1585.57 -1580.29 Max. Hx 1 6318.73 1585.57 -1580.29 Max. Hz 3 -26136.75 -7608.30 7542.53 Min. Vert 3 -26136.75 -7608.30 7542.53 Min. Hx 3 -26136.75 -7608.30 7542.53 Min. Hz 1 6318.73 1585.57 -1580.29
Leg C Max. Vert 4 25945.68 -5492.39 -7990.64 Max. Hx 2 -13332.51 6053.54 2114.19 Max. Hz 2 -13332.51 6053.54 2114.19 Min. Vert 2 -13332.51 6053.54 2114.19 Min. Hx 4 25945.68 -5492.39 -7990.64 Min. Hz 4 25945.68 -5492.39 -7990.64
Leg B Max. Vert 3 37784.74 -9902.43 9978.60 Max. Hx 1 6227.07 -1568.44 1573.72
RRIISSAATToowweerr Job
TORRE DE 65m-CUADRADA PATA=12.900m V=130 KPH
Page
40 of 51
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SIMON BOLIVAR - CONDICION NUEVA + REFUERZO.
Date
14:58:37 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
Location Condition Gov.
Load
Comb.
Vertical
kg
Horizontal, X
kg
Horizontal, Z
kg
Max. Hz 3 37784.74 -9902.43 9978.60 Min. Vert 1 6227.07 -1568.44 1573.72 Min. Hx 3 37784.74 -9902.43 9978.60 Min. Hz 1 6227.07 -1568.44 1573.72
Leg A Max. Vert 2 25888.11 8025.37 5448.36 Max. Hx 2 25888.11 8025.37 5448.36 Max. Hz 2 25888.11 8025.37 5448.36 Min. Vert 4 -13387.34 -2080.20 -6098.90 Min. Hx 4 -13387.34 -2080.20 -6098.90 Min. Hz 4 -13387.34 -2080.20 -6098.90
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 25091.61 0.00 -0.02 952 230 0 Dead+Wind 0 deg - No Ice 25091.57 53.68 -15256.36 -508314 -2368 -1881 Dead+Wind 45 deg - No Ice 25091.60 12235.12 -12235.13 -411925 -412662 1876 Dead+Wind 90 deg - No Ice 25091.57 15256.36 -53.68 -1639 -509035 3869 Dead+Wind 0 deg - Service 25091.60 13.42 -3814.03 -126360 -418 -470 Dead+Wind 45 deg - Service 25091.60 3058.72 -3058.72 -102266 -102987 469 Dead+Wind 90 deg - Service 25091.60 3814.03 -13.42 303 -127081 967
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 -25091.60 0.00 -0.00 25091.61 0.02 0.000% 2 53.68 -25091.60 -15256.64 -53.68 25091.57 15256.36 0.001% 3 12235.33 -25091.60 -12235.33 -12235.12 25091.60 12235.13 0.001% 4 15256.64 -25091.60 -53.68 -15256.36 25091.57 53.68 0.001% 5 13.42 -25091.60 -3814.16 -13.42 25091.60 3814.03 0.001% 6 3058.83 -25091.60 -3058.83 -3058.72 25091.60 3058.72 0.001% 7 3814.16 -25091.60 -13.42 -3814.03 25091.60 13.42 0.001%
Non-Linear Convergence Results
Load
Combination
Converged? Number
of Cycles
Displacement
Tolerance
Force
Tolerance
1 Yes 8 0.00000001 0.00003501 2 Yes 13 0.00000001 0.00006647 3 Yes 13 0.00000001 0.00007620 4 Yes 13 0.00000001 0.00006680 5 Yes 12 0.00000001 0.00014143 6 Yes 12 0.00000001 0.00014711 7 Yes 12 0.00000001 0.00014229
RRIISSAATToowweerr Job
TORRE DE 65m-CUADRADA PATA=12.900m V=130 KPH
Page
41 of 51
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SIMON BOLIVAR - CONDICION NUEVA + REFUERZO.
Date
14:58:37 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
Maximum Tower Deflections - Service Wind
Section
No.
Elevation
m
Horz.
Deflection
mm
Gov.
Load
Comb.
Tilt
°
Twist
°
T1 65 - 63 117.80 6 0.2564 0.0232 T2 63 - 57 108.82 6 0.2561 0.0235 T3 57 - 51 82.06 6 0.2475 0.0248 T4 51 - 45 56.63 6 0.2221 0.0221 T5 45 - 43.5 35.58 6 0.1583 0.0109 T6 43.5 - 42 31.75 6 0.1417 0.0105 T7 42 - 37 28.24 6 0.1300 0.0103 T8 37 - 32 17.84 6 0.0981 0.0091 T9 32 - 30 10.31 6 0.0614 0.0065
T10 30 - 27 8.41 6 0.0523 0.0058 T11 27 - 23 6.03 6 0.0426 0.0051 T12 23 - 18 4.12 6 0.0303 0.0028 T13 18 - 12 1.60 6 0.0226 0.0014 T14 12 - 6 0.09 6 0.0141 0.0002 T15 6 - 0 0.36 6 0.0066 0.0001
Critical Deflections and Radius of Curvature - Service Wind
Elevation
m
Appurtenance Gov.
Load
Comb.
Deflection
mm
Tilt
°
Twist
°
Radius of
Curvature
m
99.0000 CxMANTENIMIENTO 6 117.80 0.2564 0.0232 Inf 65.0000 AT15-250 6 117.80 0.2564 0.0232 Inf 64.0000 AT15-250 6 113.31 0.2563 0.0234 Inf 63.5000 ANT OMNI L=3m 6 111.07 0.2562 0.0234 Inf 58.5000 2 ANT TV 0.30x1.20m 6 88.69 0.2506 0.0245 40926 57.5000 2 ANT TV 0.30x1.20m 6 84.26 0.2486 0.0247 32461 56.5000 1 ANT TV 0.30x1.20m 6 79.87 0.2464 0.0249 25907 52.5000 HP8-102 6 62.76 0.2319 0.0240 13116 41.5000 2 ANT TV 0.30x1.20m 6 27.11 0.1267 0.0102 13769 40.5000 2 ANT TV 0.30x1.20m 6 24.90 0.1205 0.0101 12802 39.5000 1 ANT TV 0.30x1.20m 6 22.77 0.1144 0.0099 11561 38.5000 KP8F-13 6 20.72 0.1082 0.0096 10539 34.5000 HP8-102 6 13.60 0.0787 0.0078 6568
Maximum Tower Deflections - Design Wind
Section
No.
Elevation
m
Horz.
Deflection
mm
Gov.
Load
Comb.
Tilt
°
Twist
°
T1 65 - 63 471.83 3 1.0243 0.0930 T2 63 - 57 435.99 3 1.0233 0.0941 T3 57 - 51 328.95 3 0.9909 0.0994 T4 51 - 45 227.06 3 0.8904 0.0886 T5 45 - 43.5 142.65 3 0.6348 0.0436 T6 43.5 - 42 127.32 3 0.5678 0.0419 T7 42 - 37 113.25 3 0.5210 0.0412
RRIISSAATToowweerr Job
TORRE DE 65m-CUADRADA PATA=12.900m V=130 KPH
Page
42 of 51
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SIMON BOLIVAR - CONDICION NUEVA + REFUERZO.
Date
14:58:37 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
Section
No.
Elevation
m
Horz.
Deflection
mm
Gov.
Load
Comb.
Tilt
°
Twist
°
T8 37 - 32 71.54 3 0.3933 0.0363 T9 32 - 30 41.36 3 0.2462 0.0261
T10 30 - 27 33.73 3 0.2099 0.0234 T11 27 - 23 24.19 3 0.1709 0.0203 T12 23 - 18 16.52 3 0.1216 0.0113 T13 18 - 12 6.42 3 0.0910 0.0054 T14 12 - 6 0.34 3 0.0565 0.0010 T15 6 - 0 1.46 3 0.0266 0.0006
Critical Deflections and Radius of Curvature - Design Wind
Elevation
m
Appurtenance Gov.
Load
Comb.
Deflection
mm
Tilt
°
Twist
°
Radius of
Curvature
m
99.0000 CxMANTENIMIENTO 3 471.83 1.0243 0.0930 99704 65.0000 AT15-250 3 471.83 1.0243 0.0930 99704 64.0000 AT15-250 3 453.91 1.0242 0.0935 99704 63.5000 ANT OMNI L=3m 3 444.95 1.0239 0.0938 99704 58.5000 2 ANT TV 0.30x1.20m 3 355.48 1.0028 0.0981 10771 57.5000 2 ANT TV 0.30x1.20m 3 337.76 0.9951 0.0990 8458 56.5000 1 ANT TV 0.30x1.20m 3 320.17 0.9864 0.0997 6692 52.5000 HP8-102 3 251.65 0.9293 0.0959 3327 41.5000 2 ANT TV 0.30x1.20m 3 108.72 0.5078 0.0409 3443 40.5000 2 ANT TV 0.30x1.20m 3 99.86 0.4828 0.0403 3202 39.5000 1 ANT TV 0.30x1.20m 3 91.32 0.4584 0.0395 2892 38.5000 KP8F-13 3 83.12 0.4336 0.0385 2637 34.5000 HP8-102 3 54.54 0.3159 0.0312 1639
Bolt Design Data
Section
No.
Elevation
m
Component
Type
Bolt
Grade
Bolt Size
mm
Number
Of
Bolts
Maximum
Load per
Bolt
kg
Allowable
Load
kg
Ratio
Load
Allowable
Allowable
Ratio
Criteria
T1 65 Leg A394T0 19 4 213.42 9950.69 0.021
1.333 Bearing
Diagonal A394T0 16 2 129.23 3699.61 0.035
1.333 Member Bearing
Top Girt A394T0 16 2 8.96 3699.61 0.002
1.333 Member Bearing
T2 63 Leg A394T0 19 8 312.10 9950.69 0.031
1.333 Bearing
Diagonal A394T0 16 2 588.26 3699.61 0.159
1.333 Member Bearing
Top Girt A394T0 16 2 42.84 3699.61 0.012
1.333 Member Bearing
Mid Girt A394T0 16 2 175.17 2922.37 0.060
1.333 Bolt Shear
T3 57 Leg A394T0 19 8 1798.68 9979.03 0.180
1.333 Bolt SS
Diagonal A394T0 16 2 1373.29 3699.61 0.371
1.333 Member Bearing
Top Girt A394T0 16 2 246.29 3699.61 0.067
1.333 Member Bearing
Mid Girt A394T0 16 2 461.19 2922.37 0.158
1.333 Bolt Shear
T4 51 Leg A394T0 19 8 4873.40 9979.03 0.488
1.333 Bolt SS
RRIISSAATToowweerr Job
TORRE DE 65m-CUADRADA PATA=12.900m V=130 KPH
Page
43 of 51
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SIMON BOLIVAR - CONDICION NUEVA + REFUERZO.
Date
14:58:37 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
Section
No.
Elevation
m
Component
Type
Bolt
Grade
Bolt Size
mm
Number
Of
Bolts
Maximum
Load per
Bolt
kg
Allowable
Load
kg
Ratio
Load
Allowable
Allowable
Ratio
Criteria
Diagonal A394T0 16 2 1876.23 3699.61 0.507
1.333 Member Bearing
Top Girt A394T0 16 2 614.98 3699.61 0.166
1.333 Member Bearing
Mid Girt A394T0 16 2 1094.51 2922.37 0.375
1.333 Bolt Shear
T5 45 Leg A394T0 19 8 7138.73 9979.03 0.715
1.333 Bolt SS
Diagonal A394T0 16 3 2466.98 9865.64 0.250
1.333 Member Bearing
Top Girt A394T0 16 2 926.68 3699.61 0.250
1.333 Member Bearing
T6 43.5 Leg A394T0 19 8 7352.87 9979.03 0.737
1.333 Bolt SS
Diagonal A394T0 16 3 798.95 9865.64 0.081
1.333 Member Bearing
Top Girt A394T0 16 2 1873.96 4932.82 0.380
1.333 Member Bearing
T7 42 Leg A394T0 19 8 7005.74 9979.03 0.702
1.333 Bolt SS
Diagonal A394T0 16 3 1730.13 4932.82 0.351
1.333 Member Bearing
Top Girt A394T0 16 2 2422.22 4932.82 0.491
1.333 Member Bearing
Mid Girt A394T0 16 2 1790.37 2922.37 0.613
1.333 Bolt Shear
T8 37 Leg A394T0 19 16 5141.74 9979.03 0.515
1.333 Bolt SS
Diagonal A394T0 16 3 2349.70 4932.82 0.476
1.333 Member Bearing
Top Girt A394T0 16 2 1993.96 4932.82 0.404
1.333 Member Bearing
Mid Girt A394T0 16 2 2312.18 2922.37 0.791
1.333 Bolt Shear
T9 32 Leg A394T0 19 16 6836.32 9979.03 0.685
1.333 Bolt SS
Diagonal A394T0 16 2 1634.35 4932.82 0.331
1.333 Member Bearing
Top Girt A394T0 16 2 335.46 4932.82 0.068
1.333 Member Bearing
T10 30 Leg A394T0 19 16 6350.07 9979.03 0.636
1.333 Bolt SS
Diagonal A394T0 16 2 1686.47 4932.82 0.342
1.333 Member Bearing
Top Girt A394T0 16 2 1459.67 4932.82 0.296
1.333 Member Bearing
T11 27 Leg A394T0 19 16 6567.75 9979.03 0.658
1.333 Bolt SS
Diagonal A394T0 16 2 862.36 4932.82 0.175
1.333 Member Bearing
Top Girt A394T0 16 2 855.63 4932.82 0.173
1.333 Member Bearing
T12 23 Leg A394T0 19 16 5525.98 9979.03 0.554
1.333 Bolt SS
Diagonal A394T0 16 2 2029.48 4932.82 0.411
1.333 Member Bearing
Top Girt A394T0 16 2 813.11 4932.82 0.165
1.333 Member Bearing
T13 18 Leg A394T0 19 16 5582.00 9979.03 0.559
1.333 Bolt SS
Diagonal A394T0 16 2 2129.65 4932.82 0.432
1.333 Member Bearing
Horizontal A394T0 16 2 207.39 4932.82 0.042
1.333 Member Bearing
T14 12 Leg A394T0 19 16 5377.75 9979.03 0.539
1.333 Bolt SS
Diagonal A394T0 16 4 2301.78 7399.23 0.311
1.333 Member Bearing
Top Girt A394T0 16 2 2299.67 4932.82 0.466
1.333 Member Bearing
T15 6 Leg A394T0 19 16 5455.58 9979.03 0.547
1.333 Bolt SS
Diagonal A394T0 16 3 2200.77 7399.23 0.297
1.333 Member Bearing
Horizontal A394T0 16 3 229.40 4932.82 0.047
1.333 Member Bearing
RRIISSAATToowweerr Job
TORRE DE 65m-CUADRADA PATA=12.900m V=130 KPH
Page
44 of 51
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SIMON BOLIVAR - CONDICION NUEVA + REFUERZO.
Date
14:58:37 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
Compression Checks
Leg Design Data (Compression)
Section
No.
Elevation
m
Size
L
m
Lu
m
Kl/r
Fa
kPa
A
mm2
Actual
P
kg
Allow.
Pa
kg
Ratio
P
Pa
T1 65 - 63 L102x102x10 2.0000 2.0000 50.0 K=0.50
167932 1845 -426.84 31597.12 0.014
T2 63 - 57 L102x102x10 6.0000 2.0000 50.0
K=0.50 167932 1845 -4442.57 31597.12 0.141
T3 57 - 51 L102x102x13 6.0000 2.0000 50.3
K=0.50 167520 2419 -14416.08 41328.04 0.349
T4 51 - 45 L102x102x13 6.0000 1.5000 37.8
K=0.50 180245 2419 -33241.03 44467.58 0.748
T5 45 - 43.5 L102x102x13 1.5334 1.5334 38.6
K=0.50 179450 2419 -28554.92 44271.26 0.645
T6 43.5 - 42 L102x102x13 1.5334 1.5334 38.6
K=0.50 179450 2419 -29411.48 44271.26 0.664
T7 42 - 37 L102x102x13 5.0000 2.5000 62.9
K=0.50 153138 2419 -33334.74 37779.95 0.882
T8 37 - 32 L127x127x13 5.0000 2.5000 50.1
K=0.50 167823 3065 -47470.72 52443.46 0.905
T9 32 - 30 2L127x127x13 2.0199 2.0199 40.4
K=0.50 177670 6129 -54690.55 111041.71 0.493
T10 30 - 27 2L127x127x13 3.0298 3.0298 60.7
K=0.50 155837 6129 -50800.55 97395.83 0.522
T11 27 - 23 2L127x127x13 4.0398 4.0398 53.4
K=0.33 164186 6129 -52542.34 102614.42 0.512
T12 23 - 18 2L127x127x13 5.0497 5.0497 66.7
K=0.33 148470 6129 -44207.90 92791.87 0.476
T13 18 - 12 2L127x127x13 6.0597 6.0597 80.1
K=0.33 130963 6129 -44655.95 81850.31 0.546
T14 12 - 6 2L127x127x13 6.4904 6.4904 85.8
K=0.33 122945 6129 -43021.84 76839.02 0.560
T15 6 - 0 2L127x127x13 6.4904 6.4904 85.8
K=0.33 122945 6129 -43644.62 76839.02 0.568
Diagonal Design Data (Compression)
Section
No.
Elevation
m
Size
L
m
Lu
m
Kl/r
Fa
kPa
A
mm2
Actual
P
kg
Allow.
Pa
kg
Ratio
P
Pa
T1 65 - 63 L51x51x5 2.2361 1.0044 64.1 K=1.00
117418 461 -258.46 5523.17 0.047
T2 63 - 57 L51x51x5 2.2361 1.0044 64.1
K=1.00 117418 461 -1176.52 5523.17 0.213
T3 57 - 51 L51x51x5 2.2361 1.0044 64.1 117418 461 -2746.58 5523.17 0.497
RRIISSAATToowweerr Job
TORRE DE 65m-CUADRADA PATA=12.900m V=130 KPH
Page
45 of 51
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SIMON BOLIVAR - CONDICION NUEVA + REFUERZO.
Date
14:58:37 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
Section
No.
Elevation
m
Size
L
m
Lu
m
Kl/r
Fa
kPa
A
mm2
Actual
P
kg
Allow.
Pa
kg
Ratio
P
Pa
K=1.00
T4 51 - 45 L51x51x5 1.8028 0.8098 80.9 K=1.00
105164 461 -3752.46 4946.74 0.759
T5 45 - 43.5 2L76x76x6 1.9497 1.0744 45.5
K=1.00 129208 1858 -7400.95 24481.11 0.302
T6 43.5 - 42 2L76x76x6 2.2597 1.2137 51.4
K=1.00 125680 1858 -2396.85 23812.52 0.101
T7 42 - 37 L76x76x6 3.1401 1.4861 62.9
K=1.00 118223 929 -5190.37 11199.83 0.463
T8 37 - 32 L76x76x6 3.1401 1.4651 62.0
K=1.00 118824 929 -7049.10 11256.71 0.626
T9 32 - 30 L102x102x6 2.9069 1.5044 47.4
K=1.00 124219 1252 -3268.71 15853.87 0.206
T10 30 - 27 L102x102x6 3.9812 2.1237 66.9
K=1.00 112344 1252 -3372.94 14338.29 0.235
T11 27 - 23 L76x76x6 4.4252 4.2768 181.0
K=1.00 31411 929 -1724.72 2975.67 0.580
T12 23 - 18 L76x76x6 5.3547 5.1772 113.6
K=0.33 77075 929 -4058.96 7301.66 0.556
T13 18 - 12 L76x76x6 6.7129 6.5713 144.2
K=0.33 49506 929 -4259.30 4689.92 0.908
T14 12 - 6 L102x102x10 6.9112 6.7833 111.8
K=0.33 78757 1845 -7523.10 14818.50 0.508
T15 6 - 0 L102x102x10 8.9814 8.8960 146.7
K=0.33 47860 1845 -4329.89 9004.99 0.481
Horizontal Design Data (Compression)
Section
No.
Elevation
m
Size
L
m
Lu
m
Kl/r
Fa
kPa
A
mm2
Actual
P
kg
Allow.
Pa
kg
Ratio
P
Pa
T13 18 - 12 L76x76x6 4.7000 4.5730 193.6 K=1.00
27473 929 -414.77 2602.62 0.159
T15 6 - 0 L102x102x6 9.4000 4.6365 114.8
K=0.50 75176 1252 -688.19 9594.62 0.072
Top Girt Design Data (Compression)
Section
No.
Elevation
m
Size
L
m
Lu
m
Kl/r
Fa
kPa
A
mm2
Actual
P
kg
Allow.
Pa
kg
Ratio
P
Pa
T1 65 - 63 L64x64x5 1.0000 0.8984 71.5 K=1.00
112238 582 -4.90 6660.33 0.001
T2 63 - 57 L64x64x5 1.0000 0.8984 71.5
K=1.00 112238 582 -41.48 6660.33 0.006
T3 57 - 51 L64x64x5 1.0000 0.8984 71.5
K=1.00 112238 582 -395.22 6660.33 0.059
RRIISSAATToowweerr Job
TORRE DE 65m-CUADRADA PATA=12.900m V=130 KPH
Page
46 of 51
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SIMON BOLIVAR - CONDICION NUEVA + REFUERZO.
Date
14:58:37 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
Section
No.
Elevation
m
Size
L
m
Lu
m
Kl/r
Fa
kPa
A
mm2
Actual
P
kg
Allow.
Pa
kg
Ratio
P
Pa
T4 51 - 45 L64x64x5 1.0000 0.8984 71.5 K=1.00
112238 582 -1083.32 6660.33 0.163
T5 45 - 43.5 L64x64x5 1.0000 0.8984 71.5
K=1.00 112238 582 -1741.41 6660.33 0.261
T6 43.5 - 42 L64x64x6 1.4500 1.3484 108.1
K=1.00 82211 768 -3417.11 6436.11 0.531
T7 42 - 37 L64x64x6 1.9000 1.7984 92.1
K=1.00 96229 768 -4139.69 7533.54 0.550
T8 37 - 32 L64x64x6 1.9000 1.7984 92.1
K=1.00 96229 768 -3508.26 7533.54 0.466
T9 32 - 30 L64x64x6 1.9000 1.7730 90.8
K=1.00 97304 768 -640.77 7617.72 0.084
T10 30 - 27 L64x64x6 2.3000 2.1730 111.3
K=1.00 79310 768 -2556.87 6208.96 0.412
T11 27 - 23 L64x64x6 2.9000 2.7730 71.0
K=0.50 112578 768 -1479.83 8813.48 0.168
T12 23 - 18 L76x76x6 3.7000 3.5730 237.6
K=1.00 18235 929 -1347.85 1727.53 0.780
KL/R > 200 (C) - 289
T14 12 - 6 L102x102x6 5.9000 5.7730 90.9 K=0.50
95127 1252 -4599.34 12140.99 0.379
Mid Girt Design Data (Compression)
Section
No.
Elevation
m
Size
L
m
Lu
m
Kl/r
Fa
kPa
A
mm2
Actual
P
kg
Allow.
Pa
kg
Ratio
P
Pa
T2 63 - 57 L51x51x5 1.0000 0.8984 89.8 K=1.00
98125 461 -266.76 4615.62 0.058
T3 57 - 51 L51x51x5 1.0000 0.8984 89.8
K=1.00 98125 461 -795.69 4615.62 0.172
T4 51 - 45 L51x51x5 1.0000 0.8984 89.8
K=1.00 98125 461 -1995.01 4615.62 0.432
T7 42 - 37 L64x64x6 1.9000 1.7984 92.1
K=1.00 96229 768 -3126.47 7533.54 0.415
T8 37 - 32 L64x64x6 1.9000 1.7730 90.8
K=1.00 97304 768 -4090.59 7617.72 0.537
RRIISSAATToowweerr Job
TORRE DE 65m-CUADRADA PATA=12.900m V=130 KPH
Page
47 of 51
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SIMON BOLIVAR - CONDICION NUEVA + REFUERZO.
Date
14:58:37 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
Tension Checks
Leg Design Data (Tension)
Section
No.
Elevation
m
Size
L
m
Lu
m
Kl/r
Fa
kPa
A
mm2
Actual
P
kg
Allow.
Pa
kg
Ratio
P
Pa
T1 65 - 63 L102x102x10 2.0000 2.0000 64.0 224080 1422 252.92 32487.16 0.008
T2 63 - 57 L102x102x10 6.0000 2.0000 64.0 224080 1422 3886.53 32487.16 0.120
T3 57 - 51 L102x102x13 6.0000 2.0000 64.5 224080 1855 13451.20 42382.55 0.317
T4 51 - 45 L102x102x13 6.0000 1.5000 48.4 224080 1855 32779.59 42382.55 0.773
T5 45 - 43.5 L102x102x13 1.5334 1.5334 49.5 224080 1855 28134.85 42382.55 0.664
T6 43.5 - 42 L102x102x13 1.5334 1.5334 49.5 224080 1855 27358.34 42382.55 0.646
T7 42 - 37 L102x102x13 5.0000 2.5000 80.7 224080 1855 31018.70 42382.55 0.732
T8 37 - 32 L127x127x13 5.0000 2.5000 63.9 224080 2500 45160.98 57124.53 0.791
T9 32 - 30 2L127x127x13 2.0199 2.0199 80.9 206843 6129 51770.33 129273.86 0.400
T10 30 - 27 2L127x127x13 3.0298 3.0298 121.3 206843 6129 47612.24 129273.86 0.368
T11 27 - 23 2L127x127x13 4.0398 4.0398 161.8 206843 6129 48215.52 129273.86 0.373
T12 23 - 18 2L127x127x13 5.0497 5.0497 202.2 206843 6129 40952.46 129273.86 0.317
T13 18 - 12 2L127x127x13 6.0597 6.0597 242.7 206843 6129 40535.84 129273.86 0.314
T14 12 - 6 2L127x127x13 6.4904 6.4904 259.9 206843 6129 30301.70 129273.86 0.234
T15 6 - 0 2L127x127x13 6.4904 6.4904 259.9 206843 6129 29644.90 129273.86 0.229
Diagonal Design Data (Tension)
Section
No.
Elevation
m
Size
L
m
Lu
m
Kl/r
Fa
kPa
A
mm2
Actual
P
kg
Allow.
Pa
kg
Ratio
P
Pa
T1 65 - 63 L51x51x5 2.2361 1.0044 64.1 148927 461 223.02 7005.28 0.032
T2 63 - 57 L51x51x5 2.2361 1.0044 64.1 148927 461 1067.68 7005.28 0.152
T3 57 - 51 L51x51x5 2.2361 1.0044 64.1 148927 461 2607.06 7005.28 0.372
RRIISSAATToowweerr Job
TORRE DE 65m-CUADRADA PATA=12.900m V=130 KPH
Page
48 of 51
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SIMON BOLIVAR - CONDICION NUEVA + REFUERZO.
Date
14:58:37 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
Section
No.
Elevation
m
Size
L
m
Lu
m
Kl/r
Fa
kPa
A
mm2
Actual
P
kg
Allow.
Pa
kg
Ratio
P
Pa
T4 51 - 45 L51x51x5 1.8028 0.8098 51.7 148927 461 3742.76 7005.28 0.534
T5 45 - 43.5 2L76x76x6 1.9497 1.0744 45.5 148927 1858 7290.55 28217.08 0.258
T6 43.5 - 42 2L76x76x6 2.2597 1.2137 51.4 148927 1858 2368.45 28217.08 0.084
T7 42 - 37 L76x76x6 3.1401 1.4861 62.9 148927 929 4784.72 14108.54 0.339
T8 37 - 32 L76x76x6 3.1401 1.4651 62.0 148927 929 6669.08 14108.54 0.473
T9 32 - 30 L102x102x6 2.9069 1.5044 47.4 148927 1252 2973.04 19007.34 0.156
T10 30 - 27 L102x102x6 3.9812 2.1237 66.9 148927 1252 2915.40 19007.34 0.153
T11 27 - 23 L76x76x6 4.4252 4.2768 181.0 148927 929 1654.12 14108.54 0.117
T12 23 - 18 L76x76x6 5.3547 5.1772 219.2 148927 929 3250.73 14108.54 0.230
T13 18 - 12 L76x76x6 6.7129 6.5713 278.2 148927 929 3232.20 14108.54 0.229
T14 12 - 6 L102x102x10 6.9112 6.7833 217.1 148927 1845 9207.16 28021.13 0.329
T15 6 - 0 L102x102x10 8.9814 8.8960 284.7 148927 1845 6602.31 28021.13 0.236
Horizontal Design Data (Tension)
Section
No.
Elevation
m
Size
L
m
Lu
m
Kl/r
Fa
kPa
A
mm2
Actual
P
kg
Allow.
Pa
kg
Ratio
P
Pa
T13 18 - 12 L76x76x6 4.7000 4.5730 193.6 148927 929 262.01 14108.54 0.019
T15 6 - 0 L102x102x6 9.4000 4.6365 292.1 148927 1252 171.38 19007.34 0.009
Top Girt Design Data (Tension)
Section
No.
Elevation
m
Size
L
m
Lu
m
Kl/r
Fa
kPa
A
mm2
Actual
P
kg
Allow.
Pa
kg
Ratio
P
Pa
T1 65 - 63 L64x64x5 1.0000 0.8984 45.5 148927 582 17.92 8837.43 0.002
RRIISSAATToowweerr Job
TORRE DE 65m-CUADRADA PATA=12.900m V=130 KPH
Page
49 of 51
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SIMON BOLIVAR - CONDICION NUEVA + REFUERZO.
Date
14:58:37 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
Section
No.
Elevation
m
Size
L
m
Lu
m
Kl/r
Fa
kPa
A
mm2
Actual
P
kg
Allow.
Pa
kg
Ratio
P
Pa
T2 63 - 57 L64x64x5 1.0000 0.8984 45.5 148927 582 85.68 8837.43 0.010
T3 57 - 51 L64x64x5 1.0000 0.8984 45.5 148927 582 492.59 8837.43 0.056
T4 51 - 45 L64x64x5 1.0000 0.8984 45.5 148927 582 1229.95 8837.43 0.139
T5 45 - 43.5 L64x64x5 1.0000 0.8984 45.5 148927 582 1853.37 8837.43 0.210
T6 43.5 - 42 L64x64x6 1.4500 1.3484 69.0 148927 768 3747.92 11659.14 0.321
T7 42 - 37 L64x64x6 1.9000 1.7984 92.1 148927 768 4844.46 11659.14 0.416
T8 37 - 32 L64x64x6 1.9000 1.7984 92.1 148927 768 3987.92 11659.14 0.342
T9 32 - 30 L64x64x6 1.9000 1.7730 90.8 148927 768 670.92 11659.14 0.058
T10 30 - 27 L64x64x6 2.3000 2.1730 111.3 148927 768 2919.35 11659.14 0.250
T11 27 - 23 L64x64x6 2.9000 2.7730 142.0 148927 768 1711.26 11659.14 0.147
T12 23 - 18 L76x76x6 3.7000 3.5730 151.3 148927 929 1626.21 14108.54 0.115
T14 12 - 6 L102x102x6 5.9000 5.7730 181.8 148927 1252 1217.81 19007.34 0.064
Mid Girt Design Data (Tension)
Section
No.
Elevation
m
Size
L
m
Lu
m
Kl/r
Fa
kPa
A
mm2
Actual
P
kg
Allow.
Pa
kg
Ratio
P
Pa
T2 63 - 57 L51x51x5 1.0000 0.8984 57.3 199948 278 350.34 5666.60 0.062
T3 57 - 51 L51x51x5 1.0000 0.8984 57.3 199948 278 922.39 5666.60 0.163
T4 51 - 45 L51x51x5 1.0000 0.8984 57.3 199948 278 2189.02 5666.60 0.386
T7 42 - 37 L64x64x6 1.9000 1.7984 92.1 199948 485 3580.74 9890.31 0.362
T8 37 - 32 L64x64x6 1.9000 1.7730 90.8 199948 485 4624.38 9890.31 0.468
RRIISSAATToowweerr Job
TORRE DE 65m-CUADRADA PATA=12.900m V=130 KPH
Page
50 of 51
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SIMON BOLIVAR - CONDICION NUEVA + REFUERZO.
Date
14:58:37 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
Section Capacity Table
Section
No.
Elevation
m
Component
Type
Size Critical
Element
P
kg
SF*Pallow
kg
%
Capacity
Pass
Fail
T1 65 - 63 Leg L102x102x10 3 -426.84 42118.96 1.0 1.6 (b)
Pass
Diagonal L51x51x5 10 -258.46 7362.38 3.5 Pass Top Girt L64x64x5 6 17.92 11780.30 0.2
0.2 (b) Pass
T2 63 - 57 Leg L102x102x10 19 -4442.57 42118.96 10.5 Pass Diagonal L51x51x5 32 -1176.52 7362.38 16.0 Pass Top Girt L64x64x5 22 85.68 11780.30 0.7
0.9 (b) Pass
Mid Girt L51x51x5 26 350.34 7553.57 4.6 Pass T3 57 - 51 Leg L102x102x13 59 -14416.08 55090.27 26.2 Pass
Diagonal L51x51x5 73 -2746.58 7362.38 37.3 Pass Top Girt L64x64x5 64 -395.22 8878.21 4.5
5.0 (b) Pass
Mid Girt L51x51x5 68 -795.69 6152.62 12.9 Pass T4 51 - 45 Leg L102x102x13 97 32779.59 56495.94 58.0 Pass
Diagonal L51x51x5 113 -3752.46 6594.01 56.9 Pass Top Girt L64x64x5 101 -1083.32 8878.21 12.2
12.5 (b) Pass
Mid Girt L51x51x5 105 -1995.01 6152.62 32.4 Pass T5 45 - 43.5 Leg L102x102x13 149 28134.85 56495.94 49.8
53.7 (b) Pass
Diagonal 2L76x76x6 159 -7400.95 32633.32 22.7 Pass Top Girt L64x64x5 153 -1741.41 8878.21 19.6 Pass
T6 43.5 - 42 Leg L102x102x13 167 -29411.48 59013.59 49.8 55.3 (b)
Pass
Diagonal 2L76x76x6 175 -2396.85 31742.09 7.6 Pass Top Girt L64x64x6 169 -3417.11 8579.34 39.8 Pass
T7 42 - 37 Leg L102x102x13 183 -33334.74 50360.67 66.2 Pass Diagonal L76x76x6 197 -5190.37 14929.38 34.8 Pass Top Girt L64x64x6 185 -4139.69 10042.20 41.2 Pass Mid Girt L64x64x6 189 -3126.47 10042.20 31.1
46.0 (b) Pass
T8 37 - 32 Leg L127x127x13 211 -47470.72 69907.13 67.9 Pass Diagonal L76x76x6 225 -7049.10 15005.20 47.0 Pass Top Girt L64x64x6 213 -3508.26 10042.20 34.9 Pass Mid Girt L64x64x6 217 -4090.59 10154.42 40.3
59.4 (b) Pass
T9 32 - 30 Leg 2L127x127x13 239 -54690.55 148018.60 36.9 51.4 (b)
Pass
Diagonal L102x102x6 247 -3268.71 21133.21 15.5 24.9 (b)
Pass
Top Girt L64x64x6 241 -640.77 10154.42 6.3 Pass T10 30 - 27 Leg 2L127x127x13 255 -50800.55 129828.64 39.1
47.7 (b) Pass
Diagonal L102x102x6 263 -3372.94 19112.93 17.6 25.6 (b)
Pass
Top Girt L64x64x6 257 -2556.87 8276.54 30.9 Pass T11 27 - 23 Leg 2L127x127x13 271 -52542.34 136785.01 38.4
49.4 (b) Pass
Diagonal L76x76x6 279 -1724.72 3966.57 43.5 Pass Top Girt L64x64x6 273 -1479.83 11748.37 12.6
13.0 (b) Pass
T12 23 - 18 Leg 2L127x127x13 287 -44207.90 123691.56 35.7 41.5 (b)
Pass
Diagonal L76x76x6 301 -4058.96 9733.11 41.7 Pass Top Girt L76x76x6 289 -1347.85 2302.79 58.5 Pass
RRIISSAATToowweerr Job
TORRE DE 65m-CUADRADA PATA=12.900m V=130 KPH
Page
51 of 51
I. P. DOLMEN S.A. Calle 101 No. 70 G - 25.
Project
EVALUACION ESTRUCTURAL EB. SIMON BOLIVAR - CONDICION NUEVA + REFUERZO.
Date
14:58:37 09/16/13
BOGOTA D.C., - COLOMBIA.
Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Designed by
Ing. C. Londoño M.
Section
No.
Elevation
m
Component
Type
Size Critical
Element
P
kg
SF*Pallow
kg
%
Capacity
Pass
Fail
T13 18 - 12 Leg 2L127x127x13 307 -44655.95 109106.46 40.9 42.0 (b)
Pass
Diagonal L76x76x6 313 -4259.30 6251.66 68.1 Pass Horizontal L76x76x6 293 -414.77 3469.29 12.0 Pass
T14 12 - 6 Leg 2L127x127x13 319 -43021.84 102426.41 42.0 Pass Diagonal L102x102x10 330 -7523.10 19753.06 38.1 Pass Top Girt L102x102x6 322 -4599.34 16183.94 28.4
35.0 (b) Pass
T15 6 - 0 Leg 2L127x127x13 339 -43644.62 102426.41 42.6 Pass Diagonal L102x102x10 346 -4329.89 12003.65 36.1 Pass Horizontal L102x102x6 325 -688.19 12789.62 5.4 Pass Summary Leg (T8) 67.9 Pass Diagonal
(T13) 68.1 Pass
Horizontal (T13)
12.0 Pass
Top Girt (T12)
58.5 Pass
Mid Girt (T8)
59.4 Pass
Bolt Checks 59.4 Pass RATING = 68.1 Pass
Program Version 5.4.1.8 - 4/8/2010 File:D:/CALCULO ESTRUCTURAL TORRE CUADRADA H=65m C. NUEVA+REF EB. SIMON BOLIVAR.eri
I. P. DOLMEN S.A.
Calle 101 No. 70 G - 25.
BOGOTA D.C., - COLOMBIA. Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Job: DIAGRAMA DE DEFLEXIONES-TC65m PATA=12.900m V=130 KPH
Project: EVALUACION ESTRUCTURAL EB. SIMON BOLIVAR - CONDICION NUEVA + REFUERZO.
Client: RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Drawn by: Ing. C. Londoño M. App'd:
Code: TIA/EIA-222-F Date: 09/16/13 Scale: NTS Path:
D:\eeffca 2gop792bt9d5n0015ee\C1\ARC DOLMEN\EVALUACIONES\TC65m EB. SIMON BOLIVAR\TC65m C. NUEVA+REF EB. SIMON BOLIVAR\TC65m C. NUEVA+REF EB. SIMON BOLIVAR.eri
Dwg No. E-5
TIA/EIA-222-F - Service - 65 kph Maximum Values
0
0
50
50
100
100
150
150
Deflection (mm)
65.0000
63.0000
57.0000
51.0000
45.0000
43.5000
42.0000
37.0000
32.0000
30.0000
27.0000
23.0000
18.0000
12.0000
6.0000
0.0000
Ele
va
tio
n (
m)
0
0
0.5
0.5
Tilt (deg)0
0
0.05
0.05
0.1
0.1
Twist (deg)
65.0000
63.0000
57.0000
51.0000
45.0000
43.5000
42.0000
37.0000
32.0000
30.0000
27.0000
23.0000
18.0000
12.0000
6.0000
0.0000
I. P. DOLMEN S.A.
Calle 101 No. 70 G - 25.
BOGOTA D.C., - COLOMBIA. Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Job: DIAGRAMA CABLES GUIA DE ONDA-TC65m PATA=12.900m V=130 KPH
Project: EVALUACION ESTRUCTURAL EB. SIMON BOLIVAR - CONDICION NUEVA + REFUERZO.
Client: RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Drawn by: Ing. C. Londoño M. App'd:
Code: TIA/EIA-222-F Date: 09/16/13 Scale: NTS Path:
D:\eeffca 2gop792bt9d5n0015ee\C1\ARC DOLMEN\EVALUACIONES\TC65m EB. SIMON BOLIVAR\TC65m C. NUEVA+REF EB. SIMON BOLIVAR\TC65m C. NUEVA+REF EB. SIMON BOLIVAR.eri
Dwg No. E-7
Feedline Distribution Chart
0.0000 - 65.0000Round Flat App In Face App Out Face Truss Leg
Face A
63.0000
57.0000
51.0000
45.0000
43.5000
42.0000
37.0000
32.0000
30.0000
27.0000
23.0000
18.0000
12.0000
6.0000
0.0000
65.0000
Ele
va
tio
n (
m)
Face B
58.5000
57.5000
56.5000
41.5000
40.5000
39.5000
52.5000
38.5000
34.5000
64.0000
Face C
58.5000
57.5000
56.5000
41.5000
40.5000
39.5000
52.5000
38.5000
34.5000
64.0000
Face D
63.0000
57.0000
51.0000
45.0000
43.5000
42.0000
37.0000
32.0000
30.0000
27.0000
23.0000
18.0000
12.0000
6.0000
0.0000
65.0000
58.5000
57.5000
56.5000
41.5000
40.5000
39.5000
52.5000
38.5000
34.5000
64.0000
(4)
1/2
(8 A
NT
TV
E)
(4)
1/2
(8 A
NT
TV
E)
(4)
1/2
(4 A
NT
TV
E)
(2)
1/2
(2 A
NT
TV
E)
(2)
1/2
(2 A
NT
TV
E)
1/2
(1 A
NT
TV
E)
7/8
(1 A
NT
MW
E)
7/8
(1 A
NT
GR
IP E
)
7/8
(1 A
NT
MW
E)
(2)
1 (
2 A
T15-2
50 N
)
(2)
1 (
2 A
T15-2
50 N
)
1 (
1 A
T15-2
50 N
)
I. P. DOLMEN S.A.
Calle 101 No. 70 G - 25.
BOGOTA D.C., - COLOMBIA. Phone: 57 (1) 2269999.
FAX: 57 (1) 2269999.
Job: DIAGRAMA DE ESFUERZOS-TC65m PATA=12.900m V=130 KPH
Project: EVALUACION ESTRUCTURAL EB. SIMON BOLIVAR - CONDICION NUEVA + REFUERZO.
Client: RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA. Drawn by: Ing. C. Londoño M. App'd:
Code: TIA/EIA-222-F Date: 09/16/13 Scale: NTS Path:
D:\eeffca 2gop792bt9d5n0015ee\C1\ARC DOLMEN\EVALUACIONES\TC65m EB. SIMON BOLIVAR\TC65m C. NUEVA+REF EB. SIMON BOLIVAR\TC65m C. NUEVA+REF EB. SIMON BOLIVAR.eri
Dwg No. E-8
Stress Distribution Chart
0.0000 - 65.0000> 100% 90%-100% 75%-90% 50%-75% < 50% Overstress
Face A Face B Face C Face D
63.0000
57.0000
51.0000
45.0000
43.5000
42.0000
37.0000
32.0000
30.0000
27.0000
23.0000
18.0000
12.0000
6.0000
0.0000
65.0000
Ele
va
tio
n (
m)
63.0000
57.0000
51.0000
45.0000
43.5000
42.0000
37.0000
32.0000
30.0000
27.0000
23.0000
18.0000
12.0000
6.0000
0.0000
65.0000
DOLMEN Integración de Proyectos
Calle 1010 No. 70G-25 PBX: +(571) 226 9999
comercial@ipdolmen.com gerencia@ipdolmen.com
CHEQUEO DE CIMENTACION
PLACA BASE Y PERNOS DE ANCLAJE.
EB. SIMON BOLIVAR.
I. P. DOLOMEN S.A. TORRE H=65 m
EB. SIMON BOLIVAR.
7. DISEÑO DE CIMENTACION TIPO PLACA PARA TORRESOBRA: TORRE TELECOMUNICACIONES H=65.0 m - EB. SIMON BOLIVAR.
7.1. REACCIONES EN LA BASE DE LA TORRE (Obtenidas del análisis de la torre)
Separación entre patas L= 12,900 m
Reacciones máximas en apoyos
Hipótesis 1 Hipótesis 2 Hipótesis 3
(Ton) (Ton) (Ton)
Apoyo 1 Rx= -6,008 -7,608 -2,287
Apoyo 1 Ry= 2,253 7,543 5,977
Apoyo 1 Rz= -13,526 -26,137 -13,527
Apoyo 2 Rx= 6,054 1,336 -5,492
Apoyo 2 Ry= 2,114 -3,870 -7,991
Apoyo 2 Rz= -13,333 6,750 25,946
Apoyo 3 Rx= -8,125 -9,902 -5,397
Apoyo 3 Ry= 5,441 9,979 8,166
Apoyo 3 Rz= 26,062 37,785 26,060
Apoyo 4 Rx= 8,025 3,939 -2,080
Apoyo 4 Ry= 5,448 -1,416 -6,099
Apoyo 4 Rz= 25,888 6,693 -13,387
Fuerza máxima de arrancamiento
Apoyo 3 Rz= -26,137 Ton (tensión) RFYT= 26,137 Ton
Fuerza máxima de compresión
Apoyo 1 Rz= 37,785 Ton (compresión) RFYC= 37,785 Ton
Fuerza máxima horizontal X
Apoyo 3 Rx= -9,902 Ton RFX= 9,902 Ton
Fuerza máxima horizontal Y
Apoyo 1 Ry= -7,991 Ton RFZ= 7,991 Ton
Dadas las dimensiones de la cimentación y la separación entre patas, se propone una solución de placa
y pedestales amarrados en las cuatro patas de la torre. Debe encontrarse entonces la resultante de acciones
de las patas combinadas en un punto único
Resultante general de fuerzas aplicables en un punto, por hipótesis
Hipótesis 1: ΣFx (Ton)= -0,05 ΣFy (Ton)= 15,26 ΣFz (Ton)= 25,09
Hipótesis 2: ΣFx (Ton)= -12,24 ΣFy (Ton)= 12,24 ΣFz (Ton)= 25,09
Excentricidades respecto a los ejes centrales de la cimentación
Hipótesis 1: ex(m)= 0,09 ey(m)= 20,26
Hipótesis 2: ex(m)= 16,45 ey(m)= 16,42
Las excentricidades se convierten en momentos en ambos sentidos, para diseño de la fundación
Fx Fy Fz Mx My
Hipótesis 1: -0,05 15,26 25,09 2,37 508,32
Hipótesis 2: -12,24 12,24 25,09 412,66 411,93
Con estos valores máximos se diseña la losa de cimentación
L
y
xz
4 3
1 2
clm/rcg 7.1 Rev.Cim-TC65m EB. SIMON BOLIVAR-Cap. 7
I. P. DOLOMEN S.A. TORRE H=65 m
EB. SIMON BOLIVAR.
7.2. PREDIMENSIONAMIENTO GENERAL DE LA PLACAConcreto f'c= 210 kg/cm2
PLANTA Refuerzo fy= 4200 kg/cm2 principal
fye= 2400 kg/cm2 flejes
Sean dimensiones iniciales zapata:
Bz=Lz= 15,50 m
Area Total Placa At=Bz*Lz= 240,25 m2
Sean dimensiones iniciales pedestales:
b=h= 0,800 m
Espacio entre pedestal=d=e= 12,10 m
Entonces, por geometría:
a=c= 0,900 m
ELEVACION
Sea espesor placa t=: 0,60 m
hr= 1,35 m
hp=hr+0.20= 1,55 m
Angulo β= 10 grados
Peso específico relleno γt= 1,70 Ton/m3
7.3. ESTABILIDAD GENERAL7.3.1 Estabilidad al Volcamiento
Peso del cimiento en concreto: Zapata: 345,96 Ton
Pedestales: 9,52 Ton
Total: 355,48 Ton
Relleno sobre zapata: Btop= Bz+2hr*tanβ= 15,98 m
Vt= hr/3[Btop2+Bz
2+ (Btop
2Bz
2)1/2
] - (4*b*h*hr)= 330,95 m3
Peso de relleno sobre zapata Wtierra=Vt*γt= 562,61 Ton
Para que la seguridad al vuelco sea confiable
FSV= Σ MR / Σ MV >= 1,50
Se analiza la seguridad al vuelco para la combinación 1: (Momento predominante en un sentido)
Suponiendo en primera instancia que la estabilidad se proporciona por peso
Acciones que ocasionan vuelco
Rx= -0,05 Ton MRx= 0,08 Ton-m
Brazo a O = 1,55 m
Momento en la base de la torre My= 508,32 Ton-m
Σ MV= 508,40 Ton-m
Acciones estabilizantes
Axial Torre: 25,09 Ton
Zapata y relleno: 918,09 Ton Brazo a O = 7,75 m
Σ MR= 7309,66 Ton-m
FSV= 14,38 BIEN
LAS DIMENSIONES Y PROFUNDIDAD DE CIMENTACION SON ADECUADAS POR
ESTE EFECTO
B
hr
t
βhp
Lz
a
b
b
a
L
L
Bz
h hc c
d
e
clm/rcg 7.2 Rev.Cim-TC65m EB. SIMON BOLIVAR-Cap. 7
I. P. DOLOMEN S.A. TORRE H=65 m
EB. SIMON BOLIVAR.
Se analiza la seguridad al vuelco para la combinación 2: (Momento en ambos sentidos)
Suponiendo en primera instancia que la estabilidad se proporciona por peso
Acciones que ocasionan vuelco
Rx= -12,24 Ton MRx= 18,96 Ton-m
Ry= 12,24 Ton MRy= 18,97 Ton-m
Brazo a O = 1,55 m
Momento en la base de la torre Mx= 412,66 Ton-m
My= 411,93 Ton-m
Σ MVx= 431,63 Ton-m
Σ MVy= 430,90 Ton-m MVres= 609,9 Ton-m
Acciones estabilizantes
Axial Torre: 25,09 Ton
Zapata y relleno: 918,09 Ton Brazo a O = 10,96 m
Σ MR= 10337,32 Ton-m
FSV= 16,95 BIEN
LAS DIMENSIONES Y PROFUNDIDAD DE CIMENTACION SON ADECUADAS PORLAS DIMENSIONES Y PROFUNDIDAD DE CIMENTACION SON ADECUADAS POR ESTE EFECTO
7.3.2 Estabilidad al deslizamiento
La seguridad al deslizamiento se evalua con base en la fricción suelo-losa
FSD= Σ FV * µ / Σ FH >= 2.0 φ = 28 grados
µ = tan 2/3 φ = 0,34
Σ FV = Resultante de fuerzas verticales, incluyendo el peso de la cimentación y rellenos
Σ FH = Resultante de fuerzas horizontales
Se analiza la seguridad al deslizamiento para la combinación 1
Fuerzas verticales Fuerzas horizontales
Σ Fz= 25,09 Ton Σ Fx= -0,05 Ton
Zapata y relleno: 918,09 Ton Σ Fy= 15,26 Ton
Σ FV= 943,18 Ton Σ FH= 15,26 Ton (Resultante)
FSD= 20,89 BIEN
Se analiza la seguridad al deslizamiento para la combinación 2
Fuerzas verticales Fuerzas horizontales
Σ Fz= 25,09 Ton Σ Fx= -12,24 Ton
Zapata y relleno: 918,09 Ton Σ Fy= 12,24 Ton
Σ FV= 943,18 Ton Σ FH= 17,30 Ton (Resultante)
FSD= 18,41 BIEN
LAS DIMENSIONES Y PROFUNDIDAD DE CIMENTACION SON ADECUADAS POR
ESTE EFECTO
7.4. ESFUERZOS SOBRE EL TERRENOLa resultante de esfuerzos en el terreno para cualquier hipótesis, incluyendo los efectos de vuelco en
ambos ejes principales, no debe exceder la capacidad portante del terreno adoptada
Capacidad Portante del Terreno: 15,00 Ton/m2
Peso específico del suelo 1,70 Ton/m3
Se considera además la capacidad portante disponible por alivio de excavación, al nivel
de fundación Con Exc= 1,95 m, capacidad adicional= 3,3 Ton/m2
Capacidad de fundación disponible: 18,32 Ton/m2
Para evaluar el máximo esfuerzo, se usa la fórmula general:
Caso 1 P= Σ Fz + Losa y relleno = 943,18 Ton A= 240,25 m2
Σ My= 508,32 Ton-m Σ Mx= 2,37 Ton-m
x = Bz/2 = 7,75 m Iy= Lp Bp3/12= 4810,01 m4
y = Lz/2 = 7,75 m Ix= Bp Lp3/12= 4810,01 m4
Ix
yM
Iy
xM
A
P xy±±=ο
clm/rcg 7.3 Rev.Cim-TC65m EB. SIMON BOLIVAR-Cap. 7
I. P. DOLOMEN S.A. TORRE H=65 m
EB. SIMON BOLIVAR.
σ 1= 4,75 Ton/m2 BIEN
Caso 2 P= Σ Fz + Losa y relleno = 943,18 Ton A= 240,25 m2
Σ My= 411,93 Ton-m Σ Mx= 412,66 Ton-m
x = Bz/2 = 7,75 m Iy= Lp Bp3/12= 4810,01 m4
z = Lz/2 = 7,75 m Ix= Bp Lp3/12= 4810,01 m4
σ 1= 5,25 Ton/m2 BIEN
EL AREA DE CIMENTACION ES ADECUADA POR CAPACIDAD PORTANTE
7.5.3 Viga Amarre
Tensión/Compresión de diseño 0.35Aa*Pzmax
Con Aa= 0,15 T=C= 1,98 Ton
Sea sección viga amarre B= 0,60
H= 1,35
Con ρmin= 0,0033 As arriba/abajo= 25,74 cm2
Sean 2 # 5 arriba/abajo Ast= 3,96 cm2
Tracción disponible= 14,9688 Ton, bien Compresión disponible mucho mayor
Flejes: separación d/4 en 2d en cada extremo, resulta conveniente usar d/4 en toda la longitud.
Usar flejes # 3 a 0.075 en toda la longitud
En resumen se tiene:
PLACA #5 a 0.20
15.5x15.5x0.60 #5 a 0.20
#5 a 0.20
#5 a 0.20
PEDESTAL
80x80
Pedestal (son 4)
Ganchos #3 a 0,15 Flejes
#3 a 0.15 en toda la altura
12#6 por pedestal
VIGA AMARRE
30x30 2#5 arriba
Flejes # 3 a 0.075
2#5 abajo
LA CIMENTACION ES ADECUADA PARA LA NUEVA CONDICION Y REFUERZO.
clm/rcg 7.4 Rev.Cim-TC65m EB. SIMON BOLIVAR-Cap. 7
ESTRUCTURA: REV. TC65m-EB. SIMON BOLIVAR - SAN ANDRES ISLAS.
CARGAS ACTUANTESTension Maxima T (ton) 26,137
Comprexion Maxima C (ton) -37,785
Fuerza Longitudinal en X Hx (ton) -9,902 -7,608
Fuerza Transversal en Y Hy (ton) 9,979 7,543
PLACA BASE B C t Dp m No pernos
cm. cm. cm cm cm. Bp Cp un
60 60 2,2 7 24,0 80 80 6,0
C
P
B m
n
t
p
Dp
Area Placa Colocada Ac 3.600 cm2
Acero A-36 Fy= 2.530 Kg /cm² Concreto. f'c= 210 Kg / cm²
Distancia n 12,0 cm
Area Requerida placa base Ar 386 cm2
Apoyo contacto pedestal Fp 98,000 Kg / cm²
Presion de Apoyo pp 10,496 kg / cm²
Esfuerzo de Flexion por Compresion Fb
Esfuerzo de Flexion Fb 1.645 Kg / cm² Acero A-36
Distancia al borde m 24,0 cm
Espesor Placa Base C t 1,66 cm
Esfuerzo de Flexion por Arranque Fb¨
Distancia al perno Dp 7 cm
Fuerza en el Perno Pt 4,36 Ton
Momento de Flexion Mf 30,5 Ton - cm
Espesor de la Placa Base Arr t 1,87 cm
Espesor Minimo Placa Base t 1,87 cm
Lado de la placa Base B 600 mm
Espesor de la Placa Base t 22 mm OK CUMPLE
CALCULO DE PLACA - BASE
Dimension
pedestal (cm)
ESTRUCTURA:
Diametro de los Pernos dp 0,88 plg
dp 2,22 cm
Material de los Pernos
Cantidad de Pernos 6 un
Area Total de Pernos Atp 23,28 cm²
Factor de Rosca 0,85
Numero de Hilos por Pulgada hp 9
Area Efectiva de Pernos Ap 17,88 cm²
Cargas de Trabajo
Fuerza de Arranque T 26,14 ton
Fuerza de Cortante Vux -7,61 ton
Fuerza de Cortante Vuy 9,98 ton
Fuerza de Cortante Vu 12,55 ton
Esfuerzo de Fluencia Fy 5,20 ton/cm²
Resistencia a la Tension Ft 3,36 ton/cm²
Resistencia al Corte Fv 2,24 ton/cm²
Area Efectiva de cada Perno Ae 2,98 cm²
Area Total por Perno Ap 3,88 cm²
Area Requerida por Arranque At 2,6 cm²
Area Requerida Arranque Diseño Atm 3,6 cm²
Numero de Pernos Minimo Np 2 un
Pernos a Colocar 6 un
Diametro del Perno 22 mm
Area Neta de Pernos Anp 17,88 cm²
AREA DE PERNOS > AREA REQUERIDA OK CUMPLE
DISEÑO DE PERNOS DE ANCLAJE
REV. TC65m-EB. SIMON BOLIVAR - SAN ANDRES ISLAS.
SAE 1045 CALIBRADO
DOLMEN Integración de Proyectos
Calle 1010 No. 70G-25 PBX: +(571) 226 9999
comercial@ipdolmen.com gerencia@ipdolmen.com
Bogotá, D.C. 17 de Septiembre de 2013.
MEMORIAL DE RESPONSABILIDAD
Yo, CARLOS EDUARDO LONDOÑO MESA, Ingeniero Civil, debidamente Titulado e inscrito con
matrícula profesional No. 25202-37439 otorgada por el Consejo Profesional de Cundinamarca, he realizado LA EVALUACION ESTRUCTURAL PARA UNA TORRE DE LA EVALUACION ESTRUCTURAL PARA UNA TORRE DE LA EVALUACION ESTRUCTURAL PARA UNA TORRE DE LA EVALUACION ESTRUCTURAL PARA UNA TORRE DE SECCION SECCION SECCION SECCION CUADRADACUADRADACUADRADACUADRADA VARIABLEVARIABLEVARIABLEVARIABLE, de 65.0 metros de altura, Localizada En la ESTACION EB.
SIMON BOLIVAR, San Andres Islas, para una velocidad de viento de 130 KPH, que está
soportando antenas MW y RF.
La evaluación y recomendaciones han sido hechas siguiendo los parámetros establecidos en la NORMA TIA/EIANORMA TIA/EIANORMA TIA/EIANORMA TIA/EIA----222222222222----F y las NORMAS COLOMBIANAS DE DISEÑO Y F y las NORMAS COLOMBIANAS DE DISEÑO Y F y las NORMAS COLOMBIANAS DE DISEÑO Y F y las NORMAS COLOMBIANAS DE DISEÑO Y CONSTRUCCIÓN SISMOCONSTRUCCIÓN SISMOCONSTRUCCIÓN SISMOCONSTRUCCIÓN SISMO----RESISTENTE, NSRRESISTENTE, NSRRESISTENTE, NSRRESISTENTE, NSR----10.10.10.10. Por lo tanto, asumo la responsabilidad por los perjuicios que puedan ocasionar los diseños
presentados y exonero al Departamento de Planeación de San Andres Islas, de cualquier
eventualidad referente a dicha torre instalada para telecomunicaciones, bajo las condiciones
anteriormente expuestas y descritas en la memoria de cálculo. ATENTAMENTE.,
ING. CARLOS EDUARDO LONDOÑO MESA.
MAT. PROF. 25202-37439 CND.
1. Que LONDOÑO MESA, CARLOS EDUARDO con Cédula de Ciudadanía N° 91228746, seencuentra inscrito (a) en el Registro Profesional Nacional que lleva ésta entidad, comoINGENIERO CIVIL, con Matrícula Profesional No. 25202-37439 CND desde el (los) veintidos(22) día(s) del mes de noviembre del año mil novecientos noventa (1990).
2. Que la Matrícula Profesional es la autorización que expide el Estado para que el titular ejerzasu profesión en todo el territorio de la República de Colombia, de conformidad con lodispuesto en la Ley 842 de 2003.
3. Que la referida Matrícula Profesional se encuentra vigente, por lo cual el profesionalcertificado actualmente NO está impedido para ejercer la profesión.
4. Que el profesional NO tiene antecedentes disciplinarios ético-profesionales.
5. Que la presente certificación tiene una validez de seis (6) meses y se expide en Bogotá, D.C., alos nueve (9) día(s) del mes de julio del año dos mil trece (2013).
El presente es un documento público expedido electrónicamente con firma mecánica (Artículo 12, Decreto 2150 de 1995) y con firmadigital que garantiza su plena validez jurídica y probatoria según lo establecido en la Ley 527 de 1999.
CERTIFICA:
CARLOS ALBERTO JARAMILLO JARAMILLO
Para verificar la integridad e inalterabilidad del presente documento consulte en el sitio web: www.copnia.gov.co, digitando el siguiente número decertificado: 17847582 y el código de verificación: RTI5F207
Firma del Titular (*)
www.copnia.gov.coCalle 78 N°9 - 57 Piso 13 - Bogotá D.C. Pbx: 3220102 - correo-e: info@copnia.gov.co
EL DIRECTOR GENERAL
REPÚBLICA DE COLOMBIACONSEJO PROFESIONAL NACIONAL DE INGENIERÍA
COPNIA
(*) Con el fin de verificar que el titular autoriza su participación en procesos estatales de selección de contratistas. Lafalta de firma del titular no invalida el Certificado.
CERTIFICADO DE VIGENCIA YANTECEDENTES DISCIPLINARIOS N° 17847582
____________________________________________
DOLMEN Integración de Proyectos
Calle 1010 No. 70G-25 PBX: +(571) 226 9999
comercial@ipdolmen.com gerencia@ipdolmen.com
INFORME FOTOGRAFICO.
EB. SIMON BOLIVAR.
Cliente: Nombre : EB. SIMON BOLIVAR. Ciudad :
Dirección : Depto :
Foto General de Torre
REGISTRO FOTOGRAFICO
SAN ANDRESRTVC
SAN ANDRES - ISLAS. SAN ANDRES
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Panorámica 3Panorámica 2
placa base y pedestal Base tramo 1 Torre
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Placa base parte exterior Escalera de cables horizontal
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Llegada de elementos a montante Empalme exterior de montantes
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Empalme interior de montantes Detalle de transicion
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Detalle de antenas MW Detalle soportes y antenas
Detalle de antena Grip Excavación en Cimentación.
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Excavación en Cimentación. Detalle de la placa de la cimentación
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Detalle transición parte externa Cierres internos torre
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Parte interna torre y escaleras Detalle luces de obstrucción
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Cierres internos torre Cierres internos torre
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Detalle empalme de montantes y grado de oxidación Detalle de montantes y grado de oxidación
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