MEMORIA DE CALCULO TAC 15M_SAN JACINTO.pdf
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Transcript of MEMORIA DE CALCULO TAC 15M_SAN JACINTO.pdf
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INFORME TECNICO
GC-IB-F-04
INFORMACIN CONFIDENCIAL
ESPECIFICACIONES TECNICAS Y MEMORIA DE CLCULO DE
UNA TORRE AUTOSOPORTADA CUADRADA H=15.00m
JULIO 2014
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INFORME TECNICO
GC-IB-F-04
INFORMACIN CONFIDENCIAL
INDICE
1.0 ALCANCES.
2.0 DESCRIPCION DE LA ESTRUCTURA.
3.0 NORMAS DE DISEO.
4.0 MATERIALES.
5.0 PARAMETROS DE DISEO.
6.0 CARGAS DE VIENTO SOBRE LA ESTRUCTURA.
7.0 COMBINACIONES DE CARGA.
8.0 DATOS DE INGRESO AL PROGRAMA.
8.1 GEOMETRIA
8.2 CARGA DE ANTENAS
8.3 CARGAS DE VIENTO
9.0 DISEO DE LA TORRE.
9.1 DISEO POR SUPERVIVENCIA
9.2 DISEO POR OPERACION
10.0 REACCIONES EN LA BASE.
11.0 CONCLUSIONES
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INFORME TECNICO
GC-IB-F-04
INFORMACIN CONFIDENCIAL
BASES DE CLCULO Y ESTRUCTURACION
1. ALCANCES
La presente memoria de clculo describe los criterios adoptados para el diseo estructural de una
torre autosoportada cuadrada de 15.00m.
En la presente tambin se especifican los materiales utilizados, las cargas consideradas y sus
combinaciones, mtodo de anlisis, las normas y cdigos que se emplearn en el presente informe.
2. DESCRIPCIN DE LA ESTRUCTURA
La estructura consta de una estructura regular de 04 lados; 15.00m de seccin recta. Las
dimensiones generales de la estructura son las siguientes:
Altura total 15m.
Ancho de la base 1.0m.
Los elementos principales y secundarios de la torre son perfiles angulares.
3. NORMAS DE DISEO
El diseo se realizar bajo la Norma TIA/EIA 222 G. Structural Standards for steel antenna towers and antenna supporting structures
4. MATERIALES
Los materiales utilizados son los siguientes:
Los perfiles que conforman la estructura de la torre son de acero ASTM A36
Los pernos considerados en las conexiones de elementos principales y secundarios son del tipo Grado 5 o similar.
5. PARAMETROS DE DISEO
Clasificacin de las estructuras.
Para nuestro caso la estructura es de clase II.
Categora de exposicin de la estructura.
Para nuestro caso la estructura es categora de exposicin B.
Categora topogrfica de la estructura.
Para nuestro caso la estructura es categora topogrfica 1.
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INFORME TECNICO
GC-IB-F-04
INFORMACIN CONFIDENCIAL
6. CARGAS DE VIENTO SOBRE LA ESTRUCTURA
Viento sobre la estructura metlica:
La fuerza de viento de diseo, Fw, se deber determinar de la siguiente manera:
FW=FST+FA+FG
Donde:
FST = Fuerza de viento de diseo sobre la estructura de acuerdo con 2.6.9.1
FA = Fuerza de viento de diseo sobre los accesorios de acuerdo con 2.6.9.2
FG = Fuerza de viento de diseo sobre las riendas de acuerdo con 2.6.9.3
Antes vemos segn la norma ANSI/TIA el clculo de algunos parmetros importantes:
Presin dinmica
La presin dinmica, qz, evaluada a la altura z se deber calcular de acuerdo con la siguiente
ecuacin:
qz = 0.00256 Kz Kzt Kd V2 I (Ib/ft2) = 0.613 Kz Kzt Kd V2 I [N/m2]
Donde:
Kz = coeficiente de presin dinmica de acuerdo con 2.6.5.2
Kzt = factor topogrfico de acuerdo con 2.6.6.4
Kd = factor de probabilidad de la direccin del viento de acuerdo con la Tabla 2-2.
V = velocidad bsica del viento para la condicin de carga investigada, mph [m/s]
I = factor de importancia de acuerdo con la Tabla 2-3.
Factor de rfaga.
Donde:
h = Altura de la estructura.
A continuacin presentamos las fuerzas de viento sobre la estructura, sobre los accesorios y
sobre las riendas (cables).
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INFORME TECNICO
GC-IB-F-04
INFORMACIN CONFIDENCIAL
Fuerza de viento de diseo sobre la estructura.
Fst = qz Gh (EPA)s
Donde:
Fst = Fuerza de viento de diseo horizontal sobre la estructura en la direccin del viento.
qz = presin dinmica de acuerdo con 2.6.9.6.
Gh = factor de rfaga de acuerdo con 2.6.7.
(EPA)s = rea proyectada efectiva de la estructura de acuerdo con 2.6.9.1.1 2.6.9.1.2.
Fuerza de viento de diseo sobre los accesorios.
FA = qz Gh (EPA)A
Donde:
qz = presin dinmica a la altura del eje del accesorio de acuerdo con 2.6.9.6
Gh = factor de rfaga de acuerdo con 2.6.7
(Nota: Ver el factor de rfaga, Gh, para el diseo por resistencia de los accesorios en 2.6.9.)
(EPA)A = rea proyectada efectiva del accesorio incluyendo el hielo para las combinaciones
de carga que incluyen hielo.
7. COMBINACIONES DE CARGA
7.1 COMBINACIONES DE CARGA PARA ESTADO LIMITE DE RESISTENCIA
Las estructuras y fundaciones se debern disear de manera tal que su resistencia de diseo
sea mayor o igual que las solicitaciones debidas a las cargas mayoradas para cada una de las
siguientes combinaciones correspondientes al estado lmite:
1. 1.2 D + 1.6 Wo
2. 0.9 D + 1.6 Wo
3. 1.2 D + 1.0 E
4. 0.9 D + 1.0 E
Donde:
D = carga permanente de la estructura y los accesorios, excluyendo las riendas.
E = carga ssmica.
Wo = carga de viento sin hielo.
El clculo estructural de la estructura metlico, se basa fundamentalmente para fuerzas
producidas por accin del viento que es la condicin ms desfavorable para este tipo de
estructuras.
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INFORME TECNICO
GC-IB-F-04
INFORMACIN CONFIDENCIAL
8. DATOS DE INGRESO AL PROGRAMA
8.1GEOMETRIA
TITL1 TORRE AUTOSOPORTADA CUADRADA 15M
UNITS 1 $ 1=metric, 4=US
END
PROFILE
FACES 4
WBASE 1.00
RLBAS 0.0
PANEL 1 HT 0.50 TW 1.00
FACE DMH SPACE 3 @ 1.0 LEG 25 BR1 15 H1 10 R1 10 R2 10
PANEL 2 HT 0.50 TW 1.00
FACE DMH SPACE 3 @ 1.0 LEG 25 BR1 15 H1 10 R1 10 R2 10
PANEL 3 HT 0.50 TW 1.00
FACE DMH SPACE 3 @ 1.0 LEG 25 BR1 15 H1 10 R1 10 R2 10
PANEL 4 HT 0.50 TW 1.00
FACE DMH SPACE 3 @ 1.0 LEG 31 BR1 15 H1 10 R1 10 R2 10
PANEL 5 HT 0.50 TW 1.00
FACE DMH SPACE 3 @ 1.0 LEG 31 BR1 15 H1 10 R1 10 R2 10
END
SUPPORTS
$ { COORD x y z | LEG abcd } ...
$ { PINNED | FIXED [ BUT { releases | springs } ] }
END
SECTIONS
LIBR P:IMP IFACT 1.0
10 EA1.5x1.5x3/16 Y FY 248 BH 18
15 EA2x2x3/16 Y FY 248 BH 18
20 EA2x2x1/4 Y FY 248 BH 18
25 EA2.5x2.5x3/16 Y FY 248 BH 18
31 EA2.5x2.5x1/4 Y FY 348 BH 18
35 EA3x3x1/4 Y FY 348 BH 18
40 EA4x4x1/4 Y FY 348 BH 18
50 EA4x4x5/16 Y FY 348 BH 18
60 EA4x4x3/8 Y FY 348 BH 18
70 EA5x5x3/8 Y FY 348 BH 18
90 EA6x6x3/8 Y FY 348 BH 18
100 EA6x6x1/2 Y FY 348 BH 18
END
BOLTDATA$Bolt checking to EIA-222-F/AISC,(WORKING STRESS)METRIC STRESSES,AMERICAN
SIZES,THREADS NOT IN SHEAR PLANE
A325-11/4 A325 D 31.75 AS 791.7 FY 300 FU 500 FV_EIA 125 $$ HOLE SIZE 32mm
A325-1 A325 D 25.4 AS 506.7 FY 300 FU 500 FV_EIA 125 $$ HOLE SIZE 27
A325-3/4 A325 D 19.05 AS 285 FY 300 FU 500 FV_EIA 125 $$ HOLE SIZE 21
A325-5/8 A325 D 15.875 AS 197.9 FY 300 FU 500 FV_EIA 125 $$ HOLE SIZE 18
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INFORME TECNICO
GC-IB-F-04
INFORMACIN CONFIDENCIAL
A325-1/2 A325 D 12.7 AS 126.6 FY 300 FU 500 FV_EIA 125 $$ HOLE SIZE 14
A325-3/8 A325 D 9.525 AS 70.9 FY 300 FU 500 FV_EIA 125 $$ HOLE SIZE 11
$$ BOLTS IN DOUBLE SHEAR
A325-11/4-2 A325 D 31.75 AS 791.7 FY 300 FU 500 FV_EIA 125 NSP 2 $$ HOLE SIZE 32mm
A325-1-2 A325 D 25.4 AS 506.7 FY 300 FU 500 FV_EIA 125 NSP 2 $$ HOLE SIZE 27
A325-3/4-2 A325 D 19.05 AS 285 FY 300 FU 500 FV_EIA 125 NSP 2 $$ HOLE SIZE 21
A325-5/8-2 A325 D 15.875 AS 197.9 FY 300 FU 500 FV_EIA 125 NSP 2 $$ HOLE SIZE 18
A325-1/2-2 A325 D 12.7 AS 126.6 FY 300 FU 500 FV_EIA 125 NSP 2 $$ HOLE SIZE 14
END
END
8.2 CARGAS DE ANTENAS
Las dimensiones de las antenas que fueron consideradas en el diseo fueron los siguientes:
Cargas de Diseo:
Las antenas microondas consideradas son:
- 09 RF ubicado a 15m. - 03 RF ubicado a 11m. - 03 MW de 1.20m de dimetro ubicado a 13m. - 01 MW de 1.20m de dimetro ubicado a 9m.
8.3 CARGAS DE VIENTO
PARAMETERS
ANGN 0.0 $ Angle Anti-clockwise from X axis to North
CODE TIA222G $ WIND PROFILE TO THIS CODE
ICE RO 0.0 RW 0.0 $ For icing
CLASS-G 2 $ Class of tower
TOPCAT-G 1 $ Topographic category
ALTOP 0 $ SITE + TOWER HEIGHT for icing
VB 27.78 $ ENTER SITE WINDSPEED HERE MEAN HOURLY, GUST or
FASTEST MILE, adjusted for height
OVERLAP 1 $ Allow for the overlap of members
END
TERRAIN
ANGLE 0 TCAT 2
END
LOADS
CASE 100 Weight of tower with anciliaries
DL
CASE 103 Earthquake
EQ GACCEL X 0.3 Y 0.0
CASE 104 Earthquake
EQ GACCEL X 0.0 Y 0.3
$============ WIND LOAD - NO ICE ================
CASE 200 wind at 0 to X axis
WL ANGLX 0 NOICE
CASE 210 wind at 45 to X axis
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INFORME TECNICO
GC-IB-F-04
INFORMACIN CONFIDENCIAL
WL ANGLX 45 NOICE
CASE 220 wind at 90 to X axis
WL ANGLX 90 NOICE
CASE 230 wind at 135 to X axis
WL ANGLX 135 NOICE
CASE 240 wind at 180 to X axis
WL ANGLX 180 NOICE
CASE 250 wind at 225 to X axis
WL ANGLX 225 NOICE
CASE 260 wind at 270 to X axis
WL ANGLX 270 NOICE
CASE 270 wind at 315 to X axis
WL ANGLX 315 NOICE
$COMBINACIONES CON CARGAS MAYORADAS
$=======================================
$============= WIND LOAD - NO ICE, FULL WIND 1.2D+1.6Wo ================
CASE 410 CARGA: wind at 0 to X axis
COMBIN 100 1.200
COMBIN 200 1.600
CASE 420 CARGA: wind at 45 to X axis
COMBIN 100 1.200
COMBIN 210 1.600
CASE 430 CARGA: wind at 90 to X axis
COMBIN 100 1.200
COMBIN 220 1.600
CASE 440 CARGA: wind at 135 to X axis
COMBIN 100 1.200
COMBIN 230 1.600
CASE 450 CARGA: wind at 180 to X axis
COMBIN 100 1.200
COMBIN 240 1.600
CASE 460 CARGA: wind at 225 to X axis
COMBIN 100 1.200
COMBIN 250 1.600
CASE 470 CARGA: wind at 270 to X axis
COMBIN 100 1.200
COMBIN 260 1.600
CASE 480 CARGA: wind at 315 to X axis
COMBIN 100 1.200
COMBIN 270 1.600
$============= WIND LOAD - NO ICE, FULL WIND 0.9D+1.6Wo ================
CASE 411 CARGA: wind at 0 to X axis
COMBIN 100 0.900
COMBIN 200 1.600
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INFORME TECNICO
GC-IB-F-04
INFORMACIN CONFIDENCIAL
CASE 421 CARGA: wind at 45 to X axis
COMBIN 100 0.900
COMBIN 210 1.600
CASE 431 CARGA: wind at 90 to X axis
COMBIN 100 0.900
COMBIN 220 1.600
CASE 441 CARGA: wind at 135 to X axis
COMBIN 100 0.900
COMBIN 230 1.600
CASE 451 CARGA: wind at 180 to X axis
COMBIN 100 0.900
COMBIN 240 1.600
CASE 461 CARGA: wind at 225 to X axis
COMBIN 100 0.900
COMBIN 250 1.600
CASE 471 CARGA: wind at 270 to X axis
COMBIN 100 0.900
COMBIN 260 1.600
CASE 481 CARGA: wind at 315 to X axis
COMBIN 100 0.900
COMBIN 270 1.600
$============= CARGA MUERTA + SISMO 1.2D+1.0E ================
CASE 800 CARGA: Earthquake at 0 to X axis
COMBIN 100 1.200
COMBIN 103 1.000
CASE 810 CARGA: Earthquake at 90 to X axis
COMBIN 100 1.200
COMBIN 104 1.000
$============= CARGA MUERTA + SISMO 0.9D+1.0E ================
CASE 801 CARGA: Earthquake at 0 to X axis
COMBIN 100 0.900
COMBIN 103 1.000
CASE 811 CARGA: Earthquake at 90 to Y axis
COMBIN 100 0.900
COMBIN 104 1.000
END
ANCILLARIES
$DUMMY ENTRIES FOR GUIDENCE ONLY
LARGE LIBR P:ANC.LIB $ use ANC.LIB if library is in DATA area
$ROLDANA
CIRCLE1 XA 0 YA 0 ZA 15.00 LIB CIRCLE-3 ANG 0 FACT 1.0 $Roldana
CIRCLE2 XA 0 YA 0 ZA 11.00 LIB CIRCLE-3 ANG 0 FACT 1.0 $Roldana
$AREAS MICROONDAS
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INFORME TECNICO
GC-IB-F-04
INFORMACIN CONFIDENCIAL
MO1 XA 0.712 YA -0.712 ZA 13.00 LIB SH1PR-4 ANG 0 $ 1.20M
MO2 XA 0.712 YA 0.712 ZA 13.00 LIB SH1PR-4 ANG 0 $ 1.20M
MO3 XA -0.700 YA -0.000 ZA 13.00 LIB SH1PR-4 ANG 180 $ 1.20M
MO4 XA 0.712 YA -0.712 ZA 9.00 LIB SH1PR-4 ANG 0 $ 1.20M
$ANTENA RF
SECTOR-1 XA 1.000 YA 0.000 ZA 15.00 LIB A0142A ANG 180
SECTOR-2 XA 0.766 YA 0.643 ZA 15.00 LIB A0142A ANG 140
SECTOR-3 XA 0.174 YA 0.985 ZA 15.00 LIB A0142A ANG 100
SECTOR-4 XA -0.500 YA 0.866 ZA 15.00 LIB A0142A ANG 60
SECTOR-5 XA -0.940 YA 0.342 ZA 15.00 LIB A0142A ANG 20
SECTOR-6 XA -0.940 YA -0.342 ZA 15.00 LIB A0142A ANG -20
SECTOR-7 XA -0.500 YA -0.866 ZA 15.00 LIB A0142A ANG -60
SECTOR-8 XA 0.174 YA -0.985 ZA 15.00 LIB A0142A ANG -100
SECTOR-9 XA 0.766 YA -0.643 ZA 15.00 LIB A0142A ANG -140
SECTOR-1A XA 1.000 YA 0.000 ZA 11.00 LIB A0142A ANG 180
SECTOR-2A XA -0.500 YA 0.866 ZA 11.00 LIB A0142A ANG 60
SECTOR-3A XA -0.500 YA -0.866 ZA 11.00 LIB A0142A ANG -60
LINEAR LIBR P:LIN.LIB $ use LIN.LIB if library in DATA area
LADDER1 XB 0.0 YB 0.0 ZB 0 XT 0.00 YT 0.00 ZT 15.0 LIB H-LADDER FACT 1 ANG 0
$LINEAR LIBR P:LIN.LIB $ use LIN.LIB if library in DATA area
FDR-1 XB 0.00 YB 0.00 ZB 0.00 XT 0.00 YT 0.00 ZT 15.00 LIB FDR9 FACT 9 ANG 0
FDR-2 XB 0.00 YB 0.08 ZB 0.00 XT 0.00 YT 0.00 ZT 13.00 LIB FDR20 FACT 3 ANG 0
FDR-3 XB 0.00 YB 0.00 ZB 0.00 XT 0.00 YT 0.00 ZT 11.00 LIB FDR9 FACT 3 ANG 0
FDR-4 XB 0.00 YB 0.08 ZB 0.00 XT 0.00 YT 0.00 ZT 9.00 LIB FDR20 FACT 1 ANG 0
END
END
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INFORME TECNICO
GC-IB-F-04
INFORMACIN CONFIDENCIAL
Figura N1. Vista principal de cargas de antenas en la estructura.
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INFORME TECNICO
GC-IB-F-04
INFORMACIN CONFIDENCIAL
9.0 EVALUACION DE LA TORRE
9.1 DISEO POR SUPERVIVENCIA: VELOCIDAD DE VIENTO 100km/h
Figura N2. Vista principal de ratios de esfuerzos en la estructura.
-
INFORME TECNICO
GC-IB-F-04
INFORMACIN CONFIDENCIAL
MSTOWER V6 Member checking to TIA-222-G (080909)
Job: TAC H 15M_100KPH
Title: TORRE AUTOSOPORTADA CUADRADA 15M
Date: 23-JUL-14 09:22:24
-- L O A D C A S E S --
Case Y/N Title
100 N WEIGHT OF TOWER WITH ANCILIARIES
103 N EARTHQUAKE
104 N EARTHQUAKE
200 N WIND AT 0 TO X AXIS
210 N WIND AT 45 TO X AXIS
220 N WIND AT 90 TO X AXIS
230 N WIND AT 135 TO X AXIS
240 N WIND AT 180 TO X AXIS
250 N WIND AT 225 TO X AXIS
260 N WIND AT 270 TO X AXIS
270 N WIND AT 315 TO X AXIS
410 Y CARGA: WIND AT 0 TO X AXIS
411 Y CARGA: WIND AT 0 TO X AXIS
420 Y CARGA: WIND AT 45 TO X AXIS
421 Y CARGA: WIND AT 45 TO X AXIS
430 Y CARGA: WIND AT 90 TO X AXIS
431 Y CARGA: WIND AT 90 TO X AXIS
440 Y CARGA: WIND AT 135 TO X AXIS
441 Y CARGA: WIND AT 135 TO X AXIS
450 Y CARGA: WIND AT 180 TO X AXIS
451 Y CARGA: WIND AT 180 TO X AXIS
460 Y CARGA: WIND AT 225 TO X AXIS
461 Y CARGA: WIND AT 225 TO X AXIS
470 Y CARGA: WIND AT 270 TO X AXIS
471 Y CARGA: WIND AT 270 TO X AXIS
480 Y CARGA: WIND AT 315 TO X AXIS
481 Y CARGA: WIND AT 315 TO X AXIS
800 Y CARGA: EARTHQUAKE AT 0 TO X AXIS
801 Y CARGA: EARTHQUAKE AT 0 TO X AXIS
810 Y CARGA: EARTHQUAKE AT 90 TO X AXIS
811 Y CARGA: EARTHQUAKE AT 90 TO Y AXIS
Y = Cases to be checked
N = Not Used
Report Units:
Dims., lengths, areas ... mm, mm2
Forces ..................... kN
Stresses ..............N/mm2 (MPa)
Design strengths to TIA-222-G
Resistance factors:
Compression, = 0.90 4.5.4.2
Tension - yielding, = 0.90 4.6.3
Tension - fracture, = 0.75 4.6.3
Bolts - tension, = 0.75 4.9.6.1
Bolts - bearing, = 0.80 4.9.6.2
Bolts - shear, = 0.75 4.9.6.3
Guys, = 0.60 7.6.2
Symbols:
fy = yield stress
nb = no. bolts in end connection.
KL/r = Effective slenderness ratio, 3.3.4.
Pu = Force due to factored loads.
Pn = Design strength.
* = Factored load/Design strength > 1.0
# = Exceeds slenderness recommendations, TIA-222-G, 4.4.2.
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INFORME TECNICO
GC-IB-F-04
INFORMACIN CONFIDENCIAL
Note:
* Members are checked for axial force only; additional member checks are
required if members are subject to significant bending moments.
* Buckling restraints assume fully triangulated bracing patterns; additional
checks of member capacity and buckling restraints may be required if
non-triangulated bracing is used.
* Members are not checked for manloads or maintenance loads.
|-----------Compression----------| |-------Tension------|
Pnl Members Typ Size fy nb Case Pu Curve KL/r Pn Pu/Pn Case Pu Pn Pu/Pn
1 1- 3 LEG EA2.5X2.5X3/16 248 2 440 11 Leg 80v 92 0.117 481 5 129 0.042
1 21- 23 LEG EA2.5X2.5X3/16 248 2 460 11 Leg 80v 92 0.114 421 5 129 0.038
1 41- 43 LEG EA2.5X2.5X3/16 248 2 480 10 Leg 80v 92 0.112 441 6 129 0.046
1 61- 63 LEG EA2.5X2.5X3/16 248 2 420 10 Leg 80v 92 0.106 461 5 129 0.041
1 5 BRC EA2X2X3/16 248 2 430 3 b6 133v 40 0.064 471 3 100 0.025
1 6 BRC EA2X2X3/16 248 2 470 3 b6 133v 40 0.074 431 3 100 0.029
1 7 BRC EA2X2X3/16 248 2 430 4 b6 133v 40 0.103 471 4 100 0.040
1 25 BRC EA2X2X3/16 248 2 450 3 b6 133v 40 0.063 411 2 100 0.025
1 26 BRC EA2X2X3/16 248 2 410 3 b6 133v 40 0.072 451 3 100 0.028
1 27 BRC EA2X2X3/16 248 2 450 4 b6 133v 40 0.107 411 4 100 0.043
1 45 BRC EA2X2X3/16 248 2 470 3 b6 133v 40 0.064 431 3 100 0.025
1 46 BRC EA2X2X3/16 248 2 430 3 b6 133v 40 0.074 471 3 100 0.029
1 47 BRC EA2X2X3/16 248 2 470 4 b6 133v 40 0.093 431 4 100 0.036
1 65 BRC EA2X2X3/16 248 2 410 3 b6 133v 40 0.063 451 2 100 0.025
1 66 BRC EA2X2X3/16 248 2 450 3 b6 133v 40 0.072 411 3 100 0.028
1 67 BRC EA2X2X3/16 248 2 410 4 b6 133v 40 0.110 451 4 100 0.042
1 4 HOR EA1.5X1.5X3/16 248 2 471 1 b6 129v 32 0.028 430 1 76 0.012
1 24 HOR EA1.5X1.5X3/16 248 2 411 1 b6 129v 32 0.028 450 1 76 0.012
1 44 HOR EA1.5X1.5X3/16 248 2 431 1 b6 129v 32 0.028 470 1 76 0.012
1 64 HOR EA1.5X1.5X3/16 248 2 451 1 b6 129v 32 0.028 410 1 76 0.012
1 8 RED EA1.5X1.5X3/16 248 1 431 0 r4 135v 29 0.004 470 0 76 0.002
1 9 RED EA1.5X1.5X3/16 248 1 471 0 r4 135v 29 0.014 430 0 76 0.006
1 28 RED EA1.5X1.5X3/16 248 1 451 0 r4 135v 29 0.004 410 0 76 0.002
1 29 RED EA1.5X1.5X3/16 248 1 411 1 r4 135v 29 0.018 450 1 76 0.007
1 48 RED EA1.5X1.5X3/16 248 1 471 0 r4 135v 29 0.004 430 0 76 0.002
1 49 RED EA1.5X1.5X3/16 248 1 431 0 r4 135v 29 0.009 470 0 76 0.004
1 68 RED EA1.5X1.5X3/16 248 1 411 0 r4 135v 29 0.004 450 0 76 0.002
1 69 RED EA1.5X1.5X3/16 248 1 451 0 r4 135v 29 0.017 410 1 76 0.007
2 101- 103 LEG EA2.5X2.5X3/16 248 2 440 28 Leg 80v 92 0.299 481 20 129 0.154
2 121- 123 LEG EA2.5X2.5X3/16 248 2 460 27 Leg 80v 92 0.296 421 19 129 0.150
2 141- 143 LEG EA2.5X2.5X3/16 248 2 480 27 Leg 80v 92 0.296 441 20 129 0.156
2 161- 163 LEG EA2.5X2.5X3/16 248 2 420 27 Leg 80v 92 0.289 461 20 129 0.151
2 105 BRC EA2X2X3/16 248 2 430 4 b6 133v 40 0.113 471 4 100 0.044
2 106 BRC EA2X2X3/16 248 2 470 6 b6 133v 40 0.143 431 6 100 0.056
2 107 BRC EA2X2X3/16 248 2 430 6 b6 133v 40 0.151 471 6 100 0.059
2 125 BRC EA2X2X3/16 248 2 450 5 b6 133v 40 0.115 411 5 100 0.046
2 126 BRC EA2X2X3/16 248 2 410 6 b6 133v 40 0.147 451 6 100 0.056
2 127 BRC EA2X2X3/16 248 2 450 6 b6 133v 40 0.150 411 6 100 0.059
2 145 BRC EA2X2X3/16 248 2 470 4 b6 133v 40 0.102 431 4 100 0.040
2 146 BRC EA2X2X3/16 248 2 430 5 b6 133v 40 0.133 471 5 100 0.052
2 147 BRC EA2X2X3/16 248 2 470 6 b6 133v 40 0.141 431 6 100 0.055
2 165 BRC EA2X2X3/16 248 2 410 5 b6 133v 40 0.118 451 5 100 0.045
2 166 BRC EA2X2X3/16 248 2 450 6 b6 133v 40 0.144 411 6 100 0.057
2 167 BRC EA2X2X3/16 248 2 410 6 b6 133v 40 0.152 451 6 100 0.058
2 104 HOR EA1.5X1.5X3/16 248 2 471 3 b6 129v 32 0.094 430 3 76 0.039
2 124 HOR EA1.5X1.5X3/16 248 2 411 3 b6 129v 32 0.099 450 3 76 0.041
2 144 HOR EA1.5X1.5X3/16 248 2 431 3 b6 129v 32 0.085 470 3 76 0.036
2 164 HOR EA1.5X1.5X3/16 248 2 451 3 b6 129v 32 0.097 410 3 76 0.041
2 108 RED EA1.5X1.5X3/16 248 1 431 0 r4 135v 29 0.014 470 0 76 0.006
2 109 RED EA1.5X1.5X3/16 248 1 460 0 r4 135v 29 0.010 460 0 76 0.004
2 128 RED EA1.5X1.5X3/16 248 1 451 0 r4 135v 29 0.013 410 0 76 0.005
2 129 RED EA1.5X1.5X3/16 248 1 460 0 r4 135v 29 0.010 460 0 76 0.004
2 148 RED EA1.5X1.5X3/16 248 1 471 0 r4 135v 29 0.014 430 0 76 0.006
2 149 RED EA1.5X1.5X3/16 248 1 420 0 r4 135v 29 0.009 420 0 76 0.004
2 168 RED EA1.5X1.5X3/16 248 1 411 0 r4 135v 29 0.013 450 0 76 0.005
2 169 RED EA1.5X1.5X3/16 248 1 440 0 r4 135v 29 0.009 440 0 76 0.004
-
INFORME TECNICO
GC-IB-F-04
INFORMACIN CONFIDENCIAL
3 201- 203 LEG EA2.5X2.5X3/16 248 2 440 50 Leg 80v 92 0.537 481 40 129 0.306
3 221- 223 LEG EA2.5X2.5X3/16 248 2 460 49 Leg 80v 92 0.528 421 39 129 0.305
3 241- 243 LEG EA2.5X2.5X3/16 248 2 480 48 Leg 80v 92 0.522 441 40 129 0.311
3 261- 263 LEG EA2.5X2.5X3/16 248 2 420 48 Leg 80v 92 0.520 461 39 129 0.300
3 205 BRC EA2X2X3/16 248 2 430 7 b6 133v 40 0.168 471 7 100 0.066
3 206 BRC EA2X2X3/16 248 2 470 7 b6 133v 40 0.180 431 7 100 0.069
3 207 BRC EA2X2X3/16 248 2 430 7 b6 133v 40 0.185 471 7 100 0.073
3 225 BRC EA2X2X3/16 248 2 450 6 b6 133v 40 0.159 411 6 100 0.063
3 226 BRC EA2X2X3/16 248 2 410 7 b6 133v 40 0.170 451 7 100 0.065
3 227 BRC EA2X2X3/16 248 2 450 7 b6 133v 40 0.172 411 7 100 0.068
3 245 BRC EA2X2X3/16 248 2 470 6 b6 133v 40 0.149 431 6 100 0.059
3 246 BRC EA2X2X3/16 248 2 430 6 b6 133v 40 0.160 471 6 100 0.062
3 247 BRC EA2X2X3/16 248 2 470 7 b6 133v 40 0.166 431 7 100 0.065
3 265 BRC EA2X2X3/16 248 2 410 7 b6 133v 40 0.176 451 7 100 0.066
3 266 BRC EA2X2X3/16 248 2 450 7 b6 133v 40 0.179 411 7 100 0.072
3 267 BRC EA2X2X3/16 248 2 410 7 b6 133v 40 0.189 451 7 100 0.071
3 204 HOR EA1.5X1.5X3/16 248 2 471 4 b6 129v 32 0.139 430 4 76 0.058
3 224 HOR EA1.5X1.5X3/16 248 2 411 4 b6 129v 32 0.137 450 4 76 0.056
3 244 HOR EA1.5X1.5X3/16 248 2 431 4 b6 129v 32 0.127 470 4 76 0.053
3 264 HOR EA1.5X1.5X3/16 248 2 451 4 b6 129v 32 0.139 410 5 76 0.060
3 208 RED EA1.5X1.5X3/16 248 1 440 0 r4 135v 29 0.016 440 0 76 0.006
3 209 RED EA1.5X1.5X3/16 248 1 440 1 r4 135v 29 0.019 440 1 76 0.007
3 228 RED EA1.5X1.5X3/16 248 1 460 0 r4 135v 29 0.015 460 0 76 0.006
3 229 RED EA1.5X1.5X3/16 248 1 460 1 r4 135v 29 0.018 460 1 76 0.007
3 248 RED EA1.5X1.5X3/16 248 1 480 0 r4 135v 29 0.015 480 0 76 0.006
3 249 RED EA1.5X1.5X3/16 248 1 420 1 r4 135v 29 0.019 420 1 76 0.007
3 268 RED EA1.5X1.5X3/16 248 1 440 0 r4 135v 29 0.016 440 0 76 0.006
3 269 RED EA1.5X1.5X3/16 248 1 420 1 r4 135v 29 0.019 420 1 76 0.007
4 301- 303 LEG EA2.5X2.5X1/4 348 2 440 74 Leg 80v 146 0.505 481 63 230 0.274
4 321- 323 LEG EA2.5X2.5X1/4 348 2 460 73 Leg 80v 146 0.499 421 63 230 0.273
4 341- 343 LEG EA2.5X2.5X1/4 348 2 480 73 Leg 80v 146 0.498 441 63 230 0.275
4 361- 363 LEG EA2.5X2.5X1/4 348 2 420 73 Leg 80v 146 0.496 461 62 230 0.269
4 305 BRC EA2X2X3/16 248 2 430 8 b6 133v 40 0.193 471 8 100 0.076
4 306 BRC EA2X2X3/16 248 2 470 8 b6 133v 40 0.205 431 8 100 0.079
4 307 BRC EA2X2X3/16 248 2 430 8 b6 133v 40 0.210 471 8 100 0.082
4 325 BRC EA2X2X3/16 248 2 450 7 b6 133v 40 0.178 411 7 100 0.071
4 326 BRC EA2X2X3/16 248 2 410 7 b6 133v 40 0.190 451 7 100 0.072
4 327 BRC EA2X2X3/16 248 2 450 8 b6 133v 40 0.191 411 8 100 0.076
4 345 BRC EA2X2X3/16 248 2 470 7 b6 133v 40 0.174 431 7 100 0.068
4 346 BRC EA2X2X3/16 248 2 430 7 b6 133v 40 0.186 471 7 100 0.072
4 347 BRC EA2X2X3/16 248 2 470 8 b6 133v 40 0.190 431 8 100 0.075
4 365 BRC EA2X2X3/16 248 2 410 8 b6 133v 40 0.196 451 7 100 0.074
4 366 BRC EA2X2X3/16 248 2 450 8 b6 133v 40 0.198 411 8 100 0.079
4 367 BRC EA2X2X3/16 248 2 410 8 b6 133v 40 0.209 451 8 100 0.079
4 304 HOR EA1.5X1.5X3/16 248 2 471 5 b6 129v 32 0.166 430 5 76 0.069
4 324 HOR EA1.5X1.5X3/16 248 2 411 5 b6 129v 32 0.155 450 5 76 0.064
4 344 HOR EA1.5X1.5X3/16 248 2 431 5 b6 129v 32 0.149 470 5 76 0.062
4 364 HOR EA1.5X1.5X3/16 248 2 451 5 b6 129v 32 0.162 410 5 76 0.070
4 308 RED EA1.5X1.5X3/16 248 1 440 1 r4 135v 29 0.026 440 1 76 0.010
4 309 RED EA1.5X1.5X3/16 248 1 440 1 r4 135v 29 0.029 440 1 76 0.011
4 328 RED EA1.5X1.5X3/16 248 1 460 1 r4 135v 29 0.025 460 1 76 0.010
4 329 RED EA1.5X1.5X3/16 248 1 460 1 r4 135v 29 0.029 460 1 76 0.011
4 348 RED EA1.5X1.5X3/16 248 1 480 1 r4 135v 29 0.025 480 1 76 0.010
4 349 RED EA1.5X1.5X3/16 248 1 420 1 r4 135v 29 0.029 420 1 76 0.011
4 368 RED EA1.5X1.5X3/16 248 1 440 1 r4 135v 29 0.026 440 1 76 0.010
4 369 RED EA1.5X1.5X3/16 248 1 420 1 r4 135v 29 0.029 420 1 76 0.011
5 401- 403 LEG EA2.5X2.5X1/4 348 2 440 101 Leg 80v 146 0.689 481 89 230 0.387
5 421- 423 LEG EA2.5X2.5X1/4 348 2 460 100 Leg 80v 146 0.683 421 89 230 0.386
5 441- 443 LEG EA2.5X2.5X1/4 348 2 480 100 Leg 80v 146 0.685 441 89 230 0.387
5 461- 463 LEG EA2.5X2.5X1/4 348 2 420 100 Leg 80v 146 0.683 461 87 230 0.381
5 405 BRC EA2X2X3/16 248 2 430 9 b6 133v 40 0.218 471 9 100 0.086
5 406 BRC EA2X2X3/16 248 2 470 9 b6 133v 40 0.232 431 9 100 0.089
5 407 BRC EA2X2X3/16 248 2 430 9 b6 133v 40 0.233 471 9 100 0.090
5 425 BRC EA2X2X3/16 248 2 450 8 b6 133v 40 0.198 411 8 100 0.078
-
INFORME TECNICO
GC-IB-F-04
INFORMACIN CONFIDENCIAL
5 426 BRC EA2X2X3/16 248 2 410 8 b6 133v 40 0.210 451 8 100 0.080
5 427 BRC EA2X2X3/16 248 2 450 8 b6 133v 40 0.208 411 8 100 0.082
5 445 BRC EA2X2X3/16 248 2 470 8 b6 133v 40 0.199 431 8 100 0.078
5 446 BRC EA2X2X3/16 248 2 430 8 b6 133v 40 0.212 471 8 100 0.082
5 447 BRC EA2X2X3/16 248 2 470 8 b6 133v 40 0.213 431 8 100 0.083
5 465 BRC EA2X2X3/16 248 2 410 9 b6 133v 40 0.215 451 8 100 0.082
5 466 BRC EA2X2X3/16 248 2 450 9 b6 133v 40 0.219 411 9 100 0.087
5 467 BRC EA2X2X3/16 248 2 410 9 b6 133v 40 0.226 451 9 100 0.085
5 404 HOR EA1.5X1.5X3/16 248 2 471 6 b6 129v 32 0.187 430 6 76 0.078
5 424 HOR EA1.5X1.5X3/16 248 2 411 5 b6 129v 32 0.171 450 5 76 0.071
5 444 HOR EA1.5X1.5X3/16 248 2 431 5 b6 129v 32 0.171 470 5 76 0.071
5 464 HOR EA1.5X1.5X3/16 248 2 451 6 b6 129v 32 0.179 410 6 76 0.077
5 408 RED EA1.5X1.5X3/16 248 1 440 1 r4 135v 29 0.037 440 1 76 0.014
5 409 RED EA1.5X1.5X3/16 248 1 440 1 r4 135v 29 0.041 440 1 76 0.016
5 428 RED EA1.5X1.5X3/16 248 1 480 1 r4 135v 29 0.037 480 1 76 0.014
5 429 RED EA1.5X1.5X3/16 248 1 460 1 r4 135v 29 0.041 460 1 76 0.015
5 448 RED EA1.5X1.5X3/16 248 1 480 1 r4 135v 29 0.037 480 1 76 0.014
5 449 RED EA1.5X1.5X3/16 248 1 420 1 r4 135v 29 0.041 420 1 76 0.016
5 468 RED EA1.5X1.5X3/16 248 1 440 1 r4 135v 29 0.037 440 1 76 0.014
5 469 RED EA1.5X1.5X3/16 248 1 420 1 r4 135v 29 0.041 420 1 76 0.016
9.2 DISEO POR OPERACION: VELOCIDAD DE VIENTO 75km/h
Figura N3. Vista de desplazamientos en la parte superior de la torre.
-
INFORME TECNICO
GC-IB-F-04
INFORMACIN CONFIDENCIAL
ANCILLARY ROTATIONS
ENVELOPE OF TOWER ROTATIONS (Degrees about global axes, 3 node plane)
Pt Height LC X-Rot LC Y_Rot LC Z-Rot
1 15.00 430 0.1858 450 0.1909 460 0.0284
2 14.00 430 0.1854 450 0.1905 460 0.0268
3 13.00 430 0.1838 450 0.1890 460 0.0286
4 12.00 430 0.1810 450 0.1858 460 0.0256
5 11.00 430 0.1766 450 0.1811 460 0.0224
6 10.00 430 0.1704 450 0.1744 460 0.0259
7 9.00 430 0.1621 450 0.1655 460 0.0214
8 8.00 430 0.1511 450 0.1540 460 0.0161
9 7.00 430 0.1377 450 0.1400 460 0.0199
10 6.00 430 0.1217 450 0.1234 460 0.0140
11 5.00 430 0.1072 450 0.1085 460 0.0091
12 4.00 430 0.0906 450 0.0914 460 0.0124
13 3.00 430 0.0716 450 0.0721 460 0.0072
14 2.00 430 0.0502 450 0.0504 460 0.0017
15 1.00 430 0.0264 450 0.0264 460 0.0055
10. REACCIONES EN LA BASE
-- L O A D C A S E S --
Case Y/N Title
100 N WEIGHT OF TOWER WITH ANCILIARIES
103 N EARTHQUAKE
104 N EARTHQUAKE
200 N WIND AT 0 TO X AXIS
210 N WIND AT 45 TO X AXIS
220 N WIND AT 90 TO X AXIS
230 N WIND AT 135 TO X AXIS
240 N WIND AT 180 TO X AXIS
250 N WIND AT 225 TO X AXIS
260 N WIND AT 270 TO X AXIS
270 N WIND AT 315 TO X AXIS
410 Y CARGA: WIND AT 0 TO X AXIS
411 Y CARGA: WIND AT 0 TO X AXIS
420 Y CARGA: WIND AT 45 TO X AXIS
421 Y CARGA: WIND AT 45 TO X AXIS
430 Y CARGA: WIND AT 90 TO X AXIS
431 Y CARGA: WIND AT 90 TO X AXIS
440 Y CARGA: WIND AT 135 TO X AXIS
441 Y CARGA: WIND AT 135 TO X AXIS
450 Y CARGA: WIND AT 180 TO X AXIS
451 Y CARGA: WIND AT 180 TO X AXIS
460 Y CARGA: WIND AT 225 TO X AXIS
461 Y CARGA: WIND AT 225 TO X AXIS
470 Y CARGA: WIND AT 270 TO X AXIS
471 Y CARGA: WIND AT 270 TO X AXIS
480 Y CARGA: WIND AT 315 TO X AXIS
481 Y CARGA: WIND AT 315 TO X AXIS
800 Y CARGA: EARTHQUAKE AT 0 TO X AXIS
801 Y CARGA: EARTHQUAKE AT 0 TO X AXIS
810 Y CARGA: EARTHQUAKE AT 90 TO X AXIS
811 Y CARGA: EARTHQUAKE AT 90 TO Y AXIS
1410 Y CARGA: WIND AT 0 TO X AXIS
1420 Y CARGA: WIND AT 45 TO X AXIS
1430 Y CARGA: WIND AT 90 TO X AXIS
1440 Y CARGA: WIND AT 135 TO X AXIS
1450 Y CARGA: WIND AT 180 TO X AXIS
-
INFORME TECNICO
GC-IB-F-04
INFORMACIN CONFIDENCIAL
1460 Y CARGA: WIND AT 225 TO X AXIS
1470 Y CARGA: WIND AT 270 TO X AXIS
1480 Y CARGA: WIND AT 315 TO X AXIS
1800 Y CARGA: EARTHQUAKE AT 0 TO X AXIS
1810 Y CARGA: EARTHQUAKE AT 90 TO X AXIS
Y = Cases to be checked
N = Not Used
Centroid of supports: 0.000 0.000 0.000
SUPPORT REACTIONS (Applied to tower)
Case Node FX FY FZ MX MY MZ
410 404 0.090 -0.034 -59.881 -0.144 0.098 -0.016
408 5.906 0.239 -59.803 -0.126 0.123 -0.011
428 0.140 -0.493 73.668 -0.176 0.122 0.014
448 6.376 0.288 73.636 -0.150 0.090 0.009
Resultant 12.512 0.000 27.620 -0.541 133.926 0.411 at centroid
411 404 0.097 -0.042 -61.834 -0.148 0.102 -0.016
408 5.913 0.246 -61.620 -0.130 0.119 -0.011
428 0.133 -0.486 72.169 -0.172 0.119 0.014
448 6.369 0.282 72.000 -0.147 0.095 0.009
Resultant 12.512 0.000 20.715 -0.406 134.246 0.411 at centroid
420 404 -0.107 4.383 -1.664 -0.186 -0.015 -0.006
408 5.008 0.271 -91.947 -0.175 -0.005 -0.019
428 -0.058 3.879 15.458 -0.218 0.008 0.005
448 5.520 0.320 105.773 -0.198 -0.037 0.018
Resultant 10.362 8.854 27.620 -91.076 107.372 0.456 at centroid
421 404 -0.100 4.375 -3.617 -0.191 -0.011 -0.006
408 5.015 0.279 -93.764 -0.178 -0.009 -0.019
428 -0.065 3.885 13.959 -0.214 0.005 0.005
448 5.513 0.314 104.137 -0.195 -0.032 0.018
Resultant 10.362 8.854 20.715 -90.940 107.691 0.456 at centroid
430 404 -0.285 6.562 73.987 -0.089 -0.149 0.009
408 -0.072 0.088 -58.258 -0.097 -0.143 -0.016
428 -0.237 6.008 -60.177 -0.121 -0.126 -0.011
448 0.482 0.137 72.067 -0.120 -0.175 0.014
Resultant -0.111 12.794 27.620 -132.670 -2.513 0.502 at centroid
431 404 -0.278 6.554 72.033 -0.094 -0.145 0.009
408 -0.065 0.096 -60.075 -0.100 -0.147 -0.016
428 -0.243 6.014 -61.676 -0.116 -0.129 -0.011
448 0.475 0.130 70.432 -0.117 -0.170 0.014
Resultant -0.111 12.794 20.715 -132.535 -2.193 0.502 at centroid
440 404 -0.299 4.610 105.788 0.072 -0.195 0.018
408 -4.860 -0.153 14.727 0.047 -0.177 -0.003
428 -0.245 4.477 -91.963 0.036 -0.169 -0.020
448 -4.735 -0.099 -0.933 0.021 -0.212 0.001
Resultant -10.140 8.835 27.620 -90.870 -107.458 0.071 at centroid
441 404 -0.292 4.602 103.835 0.067 -0.192 0.018
408 -4.853 -0.145 12.909 0.044 -0.181 -0.003
428 -0.252 4.484 -93.461 0.040 -0.172 -0.020
448 -4.743 -0.105 -2.568 0.024 -0.207 0.002
Resultant -10.140 8.835 20.715 -90.735 -107.139 0.071 at centroid
450 404 -0.145 0.134 74.108 0.179 -0.125 0.014
-
INFORME TECNICO
GC-IB-F-04
INFORMACIN CONFIDENCIAL
408 -5.880 -0.293 72.951 0.152 -0.087 0.009
428 -0.086 0.392 -60.276 0.140 -0.095 -0.016
448 -6.149 -0.234 -59.164 0.123 -0.127 -0.011
Resultant -12.260 0.000 27.620 -0.541 -133.684 -0.326 at centroid
451 404 -0.138 0.126 72.155 0.174 -0.121 0.014
408 -5.873 -0.285 71.134 0.149 -0.092 0.009
428 -0.093 0.399 -61.775 0.144 -0.098 -0.016
448 -6.156 -0.240 -60.799 0.126 -0.122 -0.011
Resultant -12.260 0.000 20.715 -0.406 -133.364 -0.326 at centroid
460 404 0.050 -4.410 16.158 0.222 -0.013 0.004
408 -4.859 -0.327 105.155 0.202 0.041 0.017
428 0.113 -3.833 -2.332 0.181 0.019 -0.007
448 -5.444 -0.265 -91.361 0.170 -0.001 -0.019
Resultant -10.140 -8.835 27.620 89.788 -107.458 -0.648 at centroid
461 404 0.057 -4.418 14.205 0.218 -0.009 0.005
408 -4.852 -0.320 103.338 0.198 0.037 0.018
428 0.106 -3.826 -3.831 0.185 0.016 -0.006
448 -5.451 -0.271 -92.997 0.173 0.004 -0.019
Resultant -10.140 -8.835 20.715 89.924 -107.139 -0.648 at centroid
470 404 0.226 -6.530 -57.122 0.131 0.118 -0.011
408 -0.057 -0.154 74.020 0.129 0.175 0.014
428 0.288 -6.019 70.931 0.090 0.149 0.009
448 -0.568 -0.092 -60.210 0.098 0.134 -0.016
Resultant -0.111 -12.794 27.620 131.589 -2.513 -0.577 at centroid
471 404 0.233 -6.538 -59.075 0.126 0.121 -0.010
408 -0.050 -0.146 72.203 0.125 0.171 0.015
428 0.281 -6.012 69.433 0.094 0.146 0.009
448 -0.576 -0.098 -61.845 0.101 0.139 -0.016
Resultant -0.111 -12.794 20.715 131.724 -2.193 -0.577 at centroid
480 404 0.246 -4.391 -91.498 -0.037 0.170 -0.020
408 4.744 0.099 -1.312 -0.022 0.211 0.001
428 0.297 -4.713 105.292 -0.071 0.194 0.018
448 5.075 0.151 15.138 -0.047 0.177 -0.003
Resultant 10.362 -8.854 27.620 89.994 107.372 0.271 at centroid
481 404 0.253 -4.399 -93.452 -0.042 0.173 -0.020
408 4.751 0.107 -3.129 -0.025 0.207 0.002
428 0.291 -4.707 103.793 -0.066 0.191 0.018
448 5.067 0.145 13.503 -0.043 0.182 -0.003
Resultant 10.362 -8.854 20.715 90.129 107.691 0.271 at centroid
800 404 0.034 -0.041 -27.402 -0.064 0.045 -0.009
408 3.294 0.108 -27.433 -0.058 0.074 -0.006
428 0.087 -0.228 41.006 -0.099 0.071 0.007
448 3.492 0.161 41.448 -0.083 0.039 0.004
Resultant 6.908 0.000 27.620 -0.541 68.873 0.135 at centroid
801 404 0.041 -0.049 -29.355 -0.069 0.049 -0.009
408 3.301 0.115 -29.250 -0.061 0.069 -0.006
428 0.081 -0.221 39.507 -0.095 0.068 0.007
448 3.485 0.155 39.812 -0.080 0.044 0.004
Resultant 6.908 0.000 20.715 -0.406 69.192 0.135 at centroid
810 404 -0.164 3.586 42.765 -0.040 -0.085 0.004
408 -0.044 0.034 -27.992 -0.046 -0.068 -0.009
428 -0.113 3.203 -28.662 -0.073 -0.061 -0.006
448 0.321 0.085 41.508 -0.070 -0.101 0.007
-
INFORME TECNICO
GC-IB-F-04
INFORMACIN CONFIDENCIAL
Resultant 0.000 6.908 27.620 -70.691 -1.278 0.320 at centroid
811 404 -0.157 3.578 40.811 -0.045 -0.082 0.005
408 -0.037 0.042 -29.809 -0.050 -0.072 -0.009
428 -0.120 3.210 -30.160 -0.068 -0.064 -0.006
448 0.313 0.079 39.873 -0.067 -0.096 0.007
Resultant 0.000 6.908 20.715 -70.556 -0.959 0.320 at centroid
1410 404 0.050 -0.015 -35.797 -0.086 0.058 -0.010
408 3.686 0.143 -35.863 -0.076 0.080 -0.007
428 0.093 -0.314 47.292 -0.114 0.079 0.009
448 3.992 0.185 47.385 -0.096 0.052 0.005
Resultant 7.820 0.000 23.016 -0.451 83.438 0.257 at centroid
1420 404 -0.073 2.746 0.588 -0.112 -0.012 -0.004
408 3.124 0.163 -55.953 -0.106 0.000 -0.012
428 -0.031 2.419 10.910 -0.140 0.008 0.003
448 3.457 0.205 67.471 -0.126 -0.027 0.011
Resultant 6.476 5.534 23.016 -57.035 66.841 0.285 at centroid
1430 404 -0.184 4.108 47.870 -0.051 -0.096 0.006
408 -0.051 0.049 -34.897 -0.057 -0.086 -0.010
428 -0.143 3.749 -36.362 -0.079 -0.076 -0.007
448 0.308 0.090 46.405 -0.077 -0.113 0.009
Resultant -0.070 7.997 23.016 -83.032 -1.837 0.314 at centroid
1440 404 -0.193 2.888 67.746 0.049 -0.125 0.011
408 -3.043 -0.102 10.718 0.033 -0.107 -0.002
428 -0.148 2.793 -56.228 0.019 -0.103 -0.013
448 -2.953 -0.057 0.780 0.011 -0.137 0.001
Resultant -6.337 5.522 23.016 -56.906 -67.428 0.045 at centroid
1450 404 -0.097 0.091 47.946 0.116 -0.081 0.009
408 -3.681 -0.189 47.109 0.098 -0.051 0.005
428 -0.049 0.240 -36.423 0.084 -0.057 -0.010
448 -3.837 -0.141 -35.615 0.074 -0.083 -0.007
Resultant -7.663 0.000 23.016 -0.451 -83.819 -0.204 at centroid
1460 404 0.025 -2.750 11.727 0.143 -0.011 0.003
408 -3.043 -0.211 67.236 0.129 0.029 0.011
428 0.076 -2.401 -0.209 0.109 0.014 -0.004
448 -3.396 -0.161 -55.738 0.104 -0.005 -0.012
Resultant -6.337 -5.522 23.016 56.005 -67.428 -0.405 at centroid
1470 404 0.135 -4.075 -34.073 0.086 0.070 -0.007
408 -0.041 -0.102 47.777 0.084 0.113 0.009
428 0.185 -3.767 45.581 0.053 0.096 0.005
448 -0.349 -0.052 -36.269 0.058 0.080 -0.010
Resultant -0.070 -7.997 23.016 82.130 -1.837 -0.361 at centroid
1480 404 0.148 -2.738 -55.558 -0.019 0.103 -0.013
408 2.959 0.056 0.694 -0.011 0.135 0.001
428 0.191 -2.951 67.057 -0.048 0.124 0.011
448 3.178 0.099 10.824 -0.032 0.107 -0.002
Resultant 6.476 -5.534 23.016 56.134 66.841 0.170 at centroid
1800 404 0.039 -0.047 -28.704 -0.067 0.048 -0.009
408 3.299 0.113 -28.644 -0.060 0.071 -0.006
428 0.083 -0.223 40.007 -0.097 0.069 0.007
448 3.487 0.157 40.357 -0.081 0.042 0.004
Resultant 6.908 0.000 23.016 -0.451 69.086 0.135 at centroid
1810 404 -0.159 3.581 41.462 -0.043 -0.083 0.005
-
INFORME TECNICO
GC-IB-F-04
INFORMACIN CONFIDENCIAL
408 -0.039 0.039 -29.203 -0.048 -0.070 -0.009
428 -0.117 3.208 -29.661 -0.070 -0.063 -0.006
448 0.316 0.081 40.418 -0.068 -0.098 0.007
Resultant 0.000 6.908 23.016 -70.601 -1.065 0.320 at centroid
11. CONCLUSIONES
1. La estructura con la geometra planteada y con los perfiles angulares considerados cumplen
con las condiciones de resistencia evaluados a velocidad de viento de 100km/h (Velocidad de
Supervivencia).
2. La estructura presenta las siguientes deformaciones que han sido medidas en la cspide de la
estructura para una velocidad de viento de 75km/h (Velocidad de Operacin).
Deflexin: 0.0355m = 0.14 < 0.75
Torsin: 0.0284 < 0.35
Estas deformaciones son mnimas y no comprometen a la estructura.
3. Las mximas fuerzas (KN) que transmite la estructura a la base que lo contendr son las
siguientes.
Caso Punto Fx Fy Fz
1440 404 -0.193 2.888 67.746
408 -3.043 -0.102 10.718
428 -0.148 2.793 -56.228
448 -2.953 -0.057 0.780
4. Los mximos ratios de esfuerzos en el elemento montante principal es el ngulo de
L2.5X2.5X1/4 es 0.689.