2012.03.10 memoria espectacular ens

ANCAlejandroNjarCaldernI.C.Diseo Estructural , Supervis in y Consultor a

Tel.(686)2731470/Cel.(686)9463750/Nextel152*14*44862 [email protected]

Mexicali, B.C. 10 de Marzo de 2012 Ing. Fernando Daz Ceballos y/o a quien corresponda

Presente :

Anexo a la presente srvase encontrar memoria de calculo referente al

anlisis y diseo estructural de Columna de soporte de 10.00mt de altura y

pantal la para letrero espectacular de 12.00mt x 6.00mt. Mismo que habr de

construirse en la ciudad de Ensenada, B.C.

Sin otro particular por el momento, quedo de Usted.

A T E N T A M E N T E

.

Alejandro Njar Caldern, I.C.

Ced. Fed. 7022177 Perito 1341 Ced. Est. 19745-01/11

CONTENIDO

1. ANTECEDENTES

2. ESTRUCTURACION

3. ANALISIS DE CARGAS 4. CONSIDERACIONES POR VIENTO

5. DISEO DE ELEMENTOS

5.1 DATOS DE GEOMETRIA

5.2 DATOS DE CARGAS

5.3 DISEO DE ACERO (EXTENSIVO ELEMENTOS CRITICOS)

5.4 DISEO DE ACERO (BREVE TODOS LOS ELEMENTOS)

6. DISEO DE SISTEMA DE CIMENTACION

7. ESPECIFICACIONES

8. ANEXOS.

- MEMORIA DE DETALLES ESTRUCTURALES.

ANTECEDENTES

POR MEDIO DEL ING. FERNANDO DAZ CEBALLOS, SE ME ENCOMENDO LA

REALIZACION DEL ANALISIS Y DISEO ESTRUCTURAL DE UN SOPORTE PARA

LETRERO ESPECTACULAR, MISMO QUE HABRA DE SER CONSTRUIDO EN LA CD.

DE ENSENADA, B.C.

LA PRESENTE MEMORIA DE CALCULO, CUMPLE CON LO ESTABLECIDO EN

EL REGLAMENTO DE LA LEY DE EDIFICACIONES DEL ESTADO DE BAJA

CALIFORNIA, EN SU PARTE 2 REQUISITOS ESTRUCTURALES. ADEMAS DE LOS

SIGUIENTES CODIGOS Y REGLAMENTOS DE DISEO ESTRUCTURAL:

- REGLAMENTO DE LAS CONSTRUCCIONES DE CONCRETO REFORZADO

AMERICAN CONCRETE INSTITUTE (ACI 318S-05)

- REGLAMENTO AMERICANO DE LAS CONSTRUCCIONES DE ACERO.

AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC-98).

ESTRUCTURACION

EL LETRERO QUE SE TRATA EN LA PRESENTE MEMORIA SERA

ESTRUCTURADO DE LA SIGUIENTE MANERA:

- SEGUN DATOS QUE FUERON PROPORCIONADOS, LAS DIMENSIONES DEL

ANUNCIO SERAN DE 12.00 m x6.00 m CON DOBLE VISTA, MISMO QUE SERA A BASE

DE ARMADURAS HECHAS A BASE DE ANGULOS DE 2 1/2x2 1/2 EN DIFERENTES

ESPESORES. LAS CUALES SE APOYARAN EN UN TUBO CIRCULAR DE 12 Ced. 40

(DIAMETRO EXT. 12 3/4 Y ESPESOR 0.375), EL CUAL A SU VEZ SERA SOPORTADO

POR UNA COLUMNA (TUBO MASTIL) CIRCULAR METALICA DE 36 CED. 10

(DIAMETRO EXT. 36 Y ESPESOR DE 0.312) CON UNA ALTURA DE 10.00 m DESDE

EL TERRENO, HASTA EL PAO INFERIROR DEL LETRERO, PARA UNA ALTURA

TOTAL DE 16.00 m.

- LA COLUMNA SERA CIMENTADA HASTA UNA PROFUNDIDAD DE 3.00 m

POR ABAJO DEL NIVEL DE TERRENO NATURAL COMO SE INDICA EN DETALLES.

CONSIDERACIONES PARA DISEO POR VIENTO

LA DETERMINACION DE LAS FUERZAS ACTUANTES POR VIENTO,

SE TOMARAN EN BASE A LO ESTIPULADO EN EL REGLAMENTO DE LA

LEY DE EDIFICACIONES DE EL ESTADO DE BAJA CALIFORNIA,

ATENDIENDO AL TIPO DE ESTRUCTURA QUE SE TRATA Y LA

VELOCIDAD REGIONAL DE DISEO PARA LA CIUDAD DONDE SE

ENCONTRARA LA ESTRUCTURA.

PANTALLA Y MASTIL:

VB = K1 K2 Vo K 1 = 1 .15

VB = 126.50 km/hr K 2 = 1 .00

V o = 110 km/hr

VZ = VB [0.1 z]x z = Var iab le

x = 0 .175

Altura ( z ) Velocidad ( Vz )

z = 10.00 Vz = 126.50

z = 13.00 Vz = 132.45

z = 16.00 Vz = 137.35

P = N C Vz2 N = 0 .0048

C = 1.30 + m / 50 < 1.70

m = H/b = 2 .6667

H = 16 .00m

b = 6 .00m

C = 1 .3533

Altura Presion (kg/m2)

0.00 a 10.00 P1 = 103.95

10.00 a 13.00 P2 = 113.95

13.00 a 16.00 P3 = 122.55

A N C Alejandro Njar Caldern I.C.Units system: MetricCompany Address: Diseo Estructural, Supervisin y Consultora

A N C Alejandro Njar Caldern I.C. Diseo Estructural, Supervisin y Consultora Units system: Metric

Geometry data ________________________________________________________________________________________________________________________ GLOSSARY Cb22, Cb33 : Moment gradient coefficients Cm22, Cm33 : Coefficients applied to bending term in interaction formula d0 : Tapered member section depth at J end of member DJX : Rigid end offset distance measured from J node in axis X DJY : Rigid end offset distance measured from J node in axis Y DJZ : Rigid end offset distance measured from J node in axis Z DKX : Rigid end offset distance measured from K node in axis X DKY : Rigid end offset distance measured from K node in axis Y DKZ : Rigid end offset distance measured from K node in axis Z dL : Tapered member section depth at K end of member Ig factor : Inertia reduction factor (Effective Inertia/Gross Inertia) for reinforced concrete members K22 : Effective length factor about axis 2 K33 : Effective length factor about axis 3 L22 : Member length for calculation of axial capacity L33 : Member length for calculation of axial capacity LB pos : Lateral unbraced length of the compression flange in the positive side of local axis 2 LB neg : Lateral unbraced length of the compression flange in the negative side of local axis 2 RX : Rotation about X RY : Rotation about Y RZ : Rotation about Z TO : 1 = Tension only member 0 = Normal member TX : Translation in X TY : Translation in Y TZ : Translation in Z Nodes ________________________________________________________________________________________________________________________ Node X Y Z Rigid Floor [m] [m] [m] ------------------------------------------------------------------------------------------------------------------- 1 0.00 -2.00 0.00 0 2 0.00 10.00 0.00 0 3 0.75 10.00 0.00 0 4 -0.75 10.00 0.00 0 5 -0.75 11.50 0.00 0 6 0.75 11.50 0.00 0 7 -0.75 13.00 0.00 0 8 0.75 13.00 0.00 0 9 -0.75 14.50 0.00 0 10 0.75 14.50 0.00 0 11 -0.75 16.00 0.00 0 12 0.75 16.00 0.00 0 13 0.00 10.00 3.00 0 14 0.75 10.00 3.00 0 15 -0.75 10.00 3.00 0 16 -0.75 11.50 3.00 0 17 0.75 11.50 3.00 0 18 -0.75 13.00 3.00 0 19 0.75 13.00 3.00 0 20 -0.75 14.50 3.00 0 21 0.75 14.50 3.00 0

22 -0.75 16.00 3.00 0 23 0.75 16.00 3.00 0 24 0.00 10.00 6.00 0 25 0.75 10.00 6.00 0 26 -0.75 10.00 6.00 0 27 -0.75 11.50 6.00 0 28 0.75 11.50 6.00 0 29 -0.75 13.00 6.00 0 30 0.75 13.00 6.00 0 31 -0.75 14.50 6.00 0 32 0.75 14.50 6.00 0 33 -0.75 16.00 6.00 0 34 0.75 16.00 6.00 0 35 0.00 10.00 -3.00 0 36 0.75 10.00 -3.00 0 37 -0.75 10.00 -3.00 0 38 -0.75 11.50 -3.00 0 39 0.75 11.50 -3.00 0 40 -0.75 13.00 -3.00 0 41 0.75 13.00 -3.00 0 42 -0.75 14.50 -3.00 0 43 0.75 14.50 -3.00 0 44 -0.75 16.00 -3.00 0 45 0.75 16.00 -3.00 0 46 0.00 10.00 -6.00 0 47 0.75 10.00 -6.00 0 48 -0.75 10.00 -6.00 0 49 -0.75 11.50 -6.00 0 50 0.75 11.50 -6.00 0 51 -0.75 13.00 -6.00 0 52 0.75 13.00 -6.00 0 53 -0.75 14.50 -6.00 0 54 0.75 14.50 -6.00 0 55 -0.75 16.00 -6.00 0 56 0.75 16.00 -6.00 0 57 0.375 10.00 0.00 0 58 0.375 10.00 3.00 0 59 0.375 10.00 6.00 0 60 0.375 10.00 -3.00 0 61 0.375 10.00 -6.00 0 62 -0.375 10.00 0.00 0 63 -0.375 10.00 3.00 0 64 -0.375 10.00 6.00 0 65 -0.375 10.00 -3.00 0 66 -0.375 10.00 -6.00 0 ------------------------------------------------------------------------------------------------------------------- Restraints ________________________________________________________________________________________________________________________ Node TX TY TZ RX RY RZ ---------------------------------------------------------------------------------------------- 1 1 1 1 1 1 1 ---------------------------------------------------------------------------------------------- Members ________________________________________________________________________________________________________________________ Member NJ NK Description Section Material d0 dL Ig factor [cm] [cm] ---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 1 1 2 Mastil Pipe 36x0.312 A53 GrB 0.00 0.00 0.00 2 2 57 PL Cnx PL 20x5_8 A36 0.00 0.00 0.00 3 2 62 PL Cnx PL 20x5_8 A36 0.00 0.00 0.00

4 5 6 AR-01 L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 5 7 8 AR-01 L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 6 9 10 AR-01 L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 7 11 12 AR-01 L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 8 4 5 AR-01 Rfz L 2-1_2X2-1_2X3_8 A36 0.00 0.00 0.00 9 5 7 AR-01 L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 10 7 9 AR-01 L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 11 9 11 AR-01 L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 12 3 6 AR-01 Rfz L 2-1_2X2-1_2X3_8 A36 0.00 0.00 0.00 13 6 8 AR-01 L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 14 8 10 AR-01 L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 15 10 12 AR-01 L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 16 3 5 AR-01 L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 17 4 6 AR-01 L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 18 6 7 AR-01 L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 19 7 10 AR-01 L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 20 10 11 AR-01 L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 21 13 58 PL Cnx PL 20x5_8 A36 0.00 0.00 0.00 22 13 63 PL Cnx PL 20x5_8 A36 0.00 0.00 0.00 23 16 17 AR-02 L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 24 18 19 AR-02 L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 25 20 21 AR-02 L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 26 22 23 AR-02 L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 27 15 16 AR-02 L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 28 16 18 AR-02 L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 29 18 20 AR-02 L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 30 20 22 AR-02 L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 31 14 17 AR-02 L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 32 17 19 AR-02 L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 33 19 21 AR-02 L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 34 21 23 AR-02 L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 35 14 16 AR-02 L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 36 15 17 AR-02 L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 37 17 18 AR-02 L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 38 18 21 AR-02 L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 39 21 22 AR-02 L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 40 24 59 PL Cnx PL 20x5_8 A36 0.00 0.00 0.00 41 24 64 PL Cnx PL 20x5_8 A36 0.00 0.00 0.00 42 27 28 AR-02 L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 43 29 30 AR-02 L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 44 31 32 AR-02 L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 45 33 34 AR-02 L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 46 26 27 AR-02 L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 47 27 29 AR-02 L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 48 29 31 AR-02 L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 49 31 33 AR-02 L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 50 25 28 AR-02 L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 51 28 30 AR-02 L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 52 30 32 AR-02 L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 53 32 34 AR-02 L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 54 25 27 AR-02 L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 55 26 28 AR-02 L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 56 28 29 AR-02 L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 57 29 32 AR-02 L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 58 32 33 AR-02 L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 59 35 60 PL Cnx PL 20x5_8 A36 0.00 0.00 0.00 60 35 65 PL Cnx PL 20x5_8 A36 0.00 0.00 0.00 61 38 39 AR-02 L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 62 40 41 AR-02 L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 63 42 43 AR-02 L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 64 44 45 AR-02 L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 65 37 38 AR-02 L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 66 38 40 AR-02 L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 67 40 42 AR-02 L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 68 42 44 AR-02 L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 69 36 39 AR-02 L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 70 39 41 AR-02 L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 71 41 43 AR-02 L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00

72 43 45 AR-02 L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 73 36 38 AR-02 L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 74 37 39 AR-02 L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 75 39 40 AR-02 L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 76 40 43 AR-02 L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 77 43 44 AR-02 L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 78 46 61 PL Cnx PL 20x5_8 A36 0.00 0.00 0.00 79 46 66 PL Cnx PL 20x5_8 A36 0.00 0.00 0.00 80 49 50 AR-02 L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 81 51 52 AR-02 L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 82 53 54 AR-02 L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 83 55 56 AR-02 L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 84 48 49 AR-02 L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 85 49 51 AR-02 L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 86 51 53 AR-02 L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 87 53 55 AR-02 L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 88 47 50 AR-02 L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 89 50 52 AR-02 L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 90 52 54 AR-02 L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 91 54 56 AR-02 L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 92 47 49 AR-02 L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 93 48 50 AR-02 L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 94 50 51 AR-02 L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 95 51 54 AR-02 L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 96 54 55 AR-02 L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 97 46 35 Flauta PIPE 12x0.375 A53 GrB 0.00 0.00 0.00 98 35 2 Flauta PIPE 12x0.375 A53 GrB 0.00 0.00 0.00 99 2 13 Flauta PIPE 12x0.375 A53 GrB 0.00 0.00 0.00 100 13 24 Flauta PIPE 12x0.375 A53 GrB 0.00 0.00 0.00 101 48 37 Pantalla Rfz L 2-1_2X2-1_2X3_8 A36 0.00 0.00 0.00 102 37 4 Pantalla Rfz L 2-1_2X2-1_2X3_8 A36 0.00 0.00 0.00 103 4 15 Pantalla Rfz L 2-1_2X2-1_2X3_8 A36 0.00 0.00 0.00 104 15 26 Pantalla Rfz L 2-1_2X2-1_2X3_8 A36 0.00 0.00 0.00 105 47 36 Pantalla Rfz L 2-1_2X2-1_2X3_8 A36 0.00 0.00 0.00 106 36 3 Pantalla Rfz L 2-1_2X2-1_2X3_8 A36 0.00 0.00 0.00 107 3 14 Pantalla Rfz L 2-1_2X2-1_2X3_8 A36 0.00 0.00 0.00 108 14 25 Pantalla Rfz L 2-1_2X2-1_2X3_8 A36 0.00 0.00 0.00 109 49 38 Pantalla L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 110 38 5 Pantalla L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 111 5 16 Pantalla L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 112 16 27 Pantalla L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 113 50 39 Pantalla L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 114 39 6 Pantalla L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 115 6 17 Pantalla L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 116 17 28 Pantalla L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 117 51 40 Pantalla L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 118 40 7 Pantalla L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 119 7 18 Pantalla L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 120 18 29 Pantalla L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 121 52 41 Pantalla L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 122 41 8 Pantalla L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 123 8 19 Pantalla L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 124 19 30 Pantalla L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 125 53 42 Pantalla L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 126 42 9 Pantalla L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 127 9 20 Pantalla L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 128 20 31 Pantalla L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 129 54 43 Pantalla L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 130 43 10 Pantalla L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 131 10 21 Pantalla L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 132 21 32 Pantalla L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 133 55 44 Pantalla L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 134 44 11 Pantalla L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 135 11 22 Pantalla L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 136 22 33 Pantalla L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 137 56 45 Pantalla L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 138 45 12 Pantalla L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 139 12 23 Pantalla L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00

140 23 34 Pantalla L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 141 37 49 Pantalla L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 142 49 40 Pantalla L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 143 40 53 Pantalla L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 144 53 44 Pantalla L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 145 4 38 Pantalla L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 146 38 7 Pantalla L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 147 7 42 Pantalla L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 148 42 11 Pantalla L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 165 36 6 Pantalla L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 166 6 41 Pantalla L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 167 41 10 Pantalla L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 168 10 45 Pantalla L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 169 47 39 Pantalla L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 170 39 52 Pantalla L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 171 52 43 Pantalla L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 172 43 56 Pantalla L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 173 57 3 Cnx AR C 10X15.3 A36 0.00 0.00 0.00 174 58 14 Cnx AR C 10X15.3 A36 0.00 0.00 0.00 175 59 25 Cnx AR C 10X15.3 A36 0.00 0.00 0.00 176 60 36 Cnx AR C 10X15.3 A36 0.00 0.00 0.00 177 61 47 Cnx AR C 10X15.3 A36 0.00 0.00 0.00 178 62 4 Cnx AR C 10X15.3 A36 0.00 0.00 0.00 179 63 15 Cnx AR C 10X15.3 A36 0.00 0.00 0.00 180 64 26 Cnx AR C 10X15.3 A36 0.00 0.00 0.00 181 65 37 Cnx AR C 10X15.3 A36 0.00 0.00 0.00 182 66 48 Cnx AR C 10X15.3 A36 0.00 0.00 0.00 183 55 45 Pantalla L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 184 45 11 Pantalla L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 185 11 23 Pantalla L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 186 23 33 Pantalla L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 187 48 36 Pantalla L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 188 36 4 Pantalla L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 189 4 14 Pantalla L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 190 14 26 Pantalla L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 191 11 20 Pantalla L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 192 20 7 Pantalla L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 193 7 16 Pantalla L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 194 16 4 Pantalla L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 195 22 31 Pantalla L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 196 31 18 Pantalla L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 197 18 27 Pantalla L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 198 27 15 Pantalla L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 199 10 23 Pantalla L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 200 21 34 Pantalla L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 201 21 30 Pantalla L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 202 17 30 Pantalla L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 203 17 25 Pantalla L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 204 6 14 Pantalla L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 205 6 19 Pantalla L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 206 10 19 Pantalla L 2-1_2X2-1_2X3_16 A36 0.00 0.00 0.00 ---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Orientation of local axes ________________________________________________________________________________________________________________________ Member Rotation Axes23 NX NY NZ [Deg] ------------------------------------------------------------------------------------------------------------------- 2 180.00 0 0.00 0.00 0.00 3 180.00 0 0.00 0.00 0.00 4 180.00 0 0.00 0.00 0.00 5 180.00 0 0.00 0.00 0.00 6 180.00 0 0.00 0.00 0.00 7 180.00 0 0.00 0.00 0.00 8 180.00 0 0.00 0.00 0.00

9 180.00 0 0.00 0.00 0.00 10 180.00 0 0.00 0.00 0.00 11 180.00 0 0.00 0.00 0.00 12 270.00 0 0.00 0.00 0.00 13 270.00 0 0.00 0.00 0.00 14 270.00 0 0.00 0.00 0.00 15 270.00 0 0.00 0.00 0.00 19 180.00 0 0.00 0.00 0.00 21 180.00 0 0.00 0.00 0.00 22 180.00 0 0.00 0.00 0.00 23 180.00 0 0.00 0.00 0.00 24 180.00 0 0.00 0.00 0.00 25 180.00 0 0.00 0.00 0.00 26 180.00 0 0.00 0.00 0.00 27 180.00 0 0.00 0.00 0.00 28 180.00 0 0.00 0.00 0.00 29 180.00 0 0.00 0.00 0.00 30 180.00 0 0.00 0.00 0.00 31 270.00 0 0.00 0.00 0.00 32 270.00 0 0.00 0.00 0.00 33 270.00 0 0.00 0.00 0.00 34 270.00 0 0.00 0.00 0.00 38 180.00 0 0.00 0.00 0.00 40 180.00 0 0.00 0.00 0.00 41 180.00 0 0.00 0.00 0.00 42 180.00 0 0.00 0.00 0.00 43 180.00 0 0.00 0.00 0.00 44 180.00 0 0.00 0.00 0.00 45 180.00 0 0.00 0.00 0.00 46 180.00 0 0.00 0.00 0.00 47 180.00 0 0.00 0.00 0.00 48 180.00 0 0.00 0.00 0.00 49 180.00 0 0.00 0.00 0.00 50 270.00 0 0.00 0.00 0.00 51 270.00 0 0.00 0.00 0.00 52 270.00 0 0.00 0.00 0.00 53 270.00 0 0.00 0.00 0.00 57 180.00 0 0.00 0.00 0.00 59 180.00 0 0.00 0.00 0.00 60 180.00 0 0.00 0.00 0.00 61 180.00 0 0.00 0.00 0.00 62 180.00 0 0.00 0.00 0.00 63 180.00 0 0.00 0.00 0.00 64 180.00 0 0.00 0.00 0.00 65 180.00 0 0.00 0.00 0.00 66 180.00 0 0.00 0.00 0.00 67 180.00 0 0.00 0.00 0.00 68 180.00 0 0.00 0.00 0.00 69 270.00 0 0.00 0.00 0.00 70 270.00 0 0.00 0.00 0.00 71 270.00 0 0.00 0.00 0.00 72 270.00 0 0.00 0.00 0.00 76 180.00 0 0.00 0.00 0.00 78 180.00 0 0.00 0.00 0.00 79 180.00 0 0.00 0.00 0.00 80 90.00 0 0.00 0.00 0.00 81 90.00 0 0.00 0.00 0.00 82 90.00 0 0.00 0.00 0.00 83 90.00 0 0.00 0.00 0.00 84 90.00 0 0.00 0.00 0.00 85 90.00 0 0.00 0.00 0.00 86 90.00 0 0.00 0.00 0.00 87 90.00 0 0.00 0.00 0.00 94 180.00 0 0.00 0.00 0.00 96 180.00 0 0.00 0.00 0.00 101 270.00 0 0.00 0.00 0.00 102 270.00 0 0.00 0.00 0.00 103 270.00 0 0.00 0.00 0.00

104 270.00 0 0.00 0.00 0.00 109 180.00 0 0.00 0.00 0.00 110 180.00 0 0.00 0.00 0.00 111 180.00 0 0.00 0.00 0.00 112 180.00 0 0.00 0.00 0.00 117 180.00 0 0.00 0.00 0.00 118 180.00 0 0.00 0.00 0.00 119 180.00 0 0.00 0.00 0.00 120 180.00 0 0.00 0.00 0.00 125 180.00 0 0.00 0.00 0.00 126 180.00 0 0.00 0.00 0.00 127 180.00 0 0.00 0.00 0.00 128 180.00 0 0.00 0.00 0.00 133 180.00 0 0.00 0.00 0.00 134 180.00 0 0.00 0.00 0.00 135 180.00 0 0.00 0.00 0.00 136 180.00 0 0.00 0.00 0.00 137 90.00 0 0.00 0.00 0.00 138 90.00 0 0.00 0.00 0.00 139 90.00 0 0.00 0.00 0.00 140 90.00 0 0.00 0.00 0.00 142 270.00 0 0.00 0.00 0.00 144 270.00 0 0.00 0.00 0.00 146 270.00 0 0.00 0.00 0.00 148 270.00 0 0.00 0.00 0.00 166 180.00 0 0.00 0.00 0.00 168 180.00 0 0.00 0.00 0.00 170 180.00 0 0.00 0.00 0.00 172 180.00 0 0.00 0.00 0.00 173 180.00 0 0.00 0.00 0.00 174 180.00 0 0.00 0.00 0.00 175 180.00 0 0.00 0.00 0.00 176 180.00 0 0.00 0.00 0.00 177 180.00 0 0.00 0.00 0.00 178 180.00 0 0.00 0.00 0.00 179 180.00 0 0.00 0.00 0.00 180 180.00 0 0.00 0.00 0.00 181 180.00 0 0.00 0.00 0.00 182 180.00 0 0.00 0.00 0.00 191 180.00 0 0.00 0.00 0.00 193 180.00 0 0.00 0.00 0.00 195 180.00 0 0.00 0.00 0.00 197 180.00 0 0.00 0.00 0.00 201 180.00 0 0.00 0.00 0.00 203 180.00 0 0.00 0.00 0.00 204 180.00 0 0.00 0.00 0.00 206 180.00 0 0.00 0.00 0.00 ------------------------------------------------------------------------------------------------------------------- Hinges ________________________________________________________________________________________________________________________ Node-J Node-K Member M33 M22 V3 V2 M33 M22 V3 V2 TOR AXL Axial rigidity --------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 4 1 1 0 0 1 1 0 0 0 0 Full 5 1 1 0 0 1 1 0 0 0 0 Full 6 1 1 0 0 1 1 0 0 0 0 Full 7 1 1 0 0 1 1 0 0 0 0 Full 8 1 1 0 0 1 1 0 0 0 0 Full 9 1 1 0 0 1 1 0 0 0 0 Full 10 1 1 0 0 1 1 0 0 0 0 Full 11 1 1 0 0 1 1 0 0 0 0 Full 12 1 1 0 0 1 1 0 0 0 0 Full 13 1 1 0 0 1 1 0 0 0 0 Full

14 1 1 0 0 1 1 0 0 0 0 Full 15 1 1 0 0 1 1 0 0 0 0 Full 16 1 1 0 0 1 1 0 0 0 0 Full 17 1 1 0 0 1 1 0 0 0 0 Full 18 1 1 0 0 1 1 0 0 0 0 Full 19 1 1 0 0 1 1 0 0 0 0 Full 20 1 1 0 0 1 1 0 0 0 0 Full 23 1 1 0 0 1 1 0 0 0 0 Full 24 1 1 0 0 1 1 0 0 0 0 Full 25 1 1 0 0 1 1 0 0 0 0 Full 26 1 1 0 0 1 1 0 0 0 0 Full 27 1 1 0 0 1 1 0 0 0 0 Full 28 1 1 0 0 1 1 0 0 0 0 Full 29 1 1 0 0 1 1 0 0 0 0 Full 30 1 1 0 0 1 1 0 0 0 0 Full 31 1 1 0 0 1 1 0 0 0 0 Full 32 1 1 0 0 1 1 0 0 0 0 Full 33 1 1 0 0 1 1 0 0 0 0 Full 34 1 1 0 0 1 1 0 0 0 0 Full 35 1 1 0 0 1 1 0 0 0 0 Full 36 1 1 0 0 1 1 0 0 0 0 Full 37 1 1 0 0 1 1 0 0 0 0 Full 38 1 1 0 0 1 1 0 0 0 0 Full 39 1 1 0 0 1 1 0 0 0 0 Full 42 1 1 0 0 1 1 0 0 0 0 Full 43 1 1 0 0 1 1 0 0 0 0 Full 44 1 1 0 0 1 1 0 0 0 0 Full 45 1 1 0 0 1 1 0 0 0 0 Full 46 1 1 0 0 1 1 0 0 0 0 Full 47 1 1 0 0 1 1 0 0 0 0 Full 48 1 1 0 0 1 1 0 0 0 0 Full 49 1 1 0 0 1 1 0 0 0 0 Full 50 1 1 0 0 1 1 0 0 0 0 Full 51 1 1 0 0 1 1 0 0 0 0 Full 52 1 1 0 0 1 1 0 0 0 0 Full 53 1 1 0 0 1 1 0 0 0 0 Full 54 1 1 0 0 1 1 0 0 0 0 Full 55 1 1 0 0 1 1 0 0 0 0 Full 56 1 1 0 0 1 1 0 0 0 0 Full 57 1 1 0 0 1 1 0 0 0 0 Full 58 1 1 0 0 1 1 0 0 0 0 Full 61 1 1 0 0 1 1 0 0 0 0 Full 62 1 1 0 0 1 1 0 0 0 0 Full 63 1 1 0 0 1 1 0 0 0 0 Full 64 1 1 0 0 1 1 0 0 0 0 Full 65 1 1 0 0 1 1 0 0 0 0 Full 66 1 1 0 0 1 1 0 0 0 0 Full 67 1 1 0 0 1 1 0 0 0 0 Full 68 1 1 0 0 1 1 0 0 0 0 Full 69 1 1 0 0 1 1 0 0 0 0 Full 70 1 1 0 0 1 1 0 0 0 0 Full 71 1 1 0 0 1 1 0 0 0 0 Full 72 1 1 0 0 1 1 0 0 0 0 Full 73 1 1 0 0 1 1 0 0 0 0 Full 74 1 1 0 0 1 1 0 0 0 0 Full 75 1 1 0 0 1 1 0 0 0 0 Full 76 1 1 0 0 1 1 0 0 0 0 Full 77 1 1 0 0 1 1 0 0 0 0 Full 80 1 1 0 0 1 1 0 0 0 0 Full 81 1 1 0 0 1 1 0 0 0 0 Full 82 1 1 0 0 1 1 0 0 0 0 Full 83 1 1 0 0 1 1 0 0 0 0 Full 84 1 1 0 0 1 1 0 0 0 0 Full 85 1 1 0 0 1 1 0 0 0 0 Full 86 1 1 0 0 1 1 0 0 0 0 Full 87 1 1 0 0 1 1 0 0 0 0 Full 88 1 1 0 0 1 1 0 0 0 0 Full 89 1 1 0 0 1 1 0 0 0 0 Full

90 1 1 0 0 1 1 0 0 0 0 Full 91 1 1 0 0 1 1 0 0 0 0 Full 92 1 1 0 0 1 1 0 0 0 0 Full 93 1 1 0 0 1 1 0 0 0 0 Full 94 1 1 0 0 1 1 0 0 0 0 Full 95 1 1 0 0 1 1 0 0 0 0 Full 96 1 1 0 0 1 1 0 0 0 0 Full 101 1 1 0 0 1 1 0 0 0 0 Full 102 1 1 0 0 1 1 0 0 0 0 Full 103 1 1 0 0 1 1 0 0 0 0 Full 104 1 1 0 0 1 1 0 0 0 0 Full 105 1 1 0 0 1 1 0 0 0 0 Full 106 1 1 0 0 1 1 0 0 0 0 Full 107 1 1 0 0 1 1 0 0 0 0 Full 108 1 1 0 0 1 1 0 0 0 0 Full 109 1 1 0 0 1 1 0 0 0 0 Full 110 1 1 0 0 1 1 0 0 0 0 Full 111 1 1 0 0 1 1 0 0 0 0 Full 112 1 1 0 0 1 1 0 0 0 0 Full 113 1 1 0 0 1 1 0 0 0 0 Full 114 1 1 0 0 1 1 0 0 0 0 Full 115 1 1 0 0 1 1 0 0 0 0 Full 116 1 1 0 0 1 1 0 0 0 0 Full 117 1 1 0 0 1 1 0 0 0 0 Full 118 1 1 0 0 1 1 0 0 0 0 Full 119 1 1 0 0 1 1 0 0 0 0 Full 120 1 1 0 0 1 1 0 0 0 0 Full 121 1 1 0 0 1 1 0 0 0 0 Full 122 1 1 0 0 1 1 0 0 0 0 Full 123 1 1 0 0 1 1 0 0 0 0 Full 124 1 1 0 0 1 1 0 0 0 0 Full 125 1 1 0 0 1 1 0 0 0 0 Full 126 1 1 0 0 1 1 0 0 0 0 Full 127 1 1 0 0 1 1 0 0 0 0 Full 128 1 1 0 0 1 1 0 0 0 0 Full 129 1 1 0 0 1 1 0 0 0 0 Full 130 1 1 0 0 1 1 0 0 0 0 Full 131 1 1 0 0 1 1 0 0 0 0 Full 132 1 1 0 0 1 1 0 0 0 0 Full 133 1 1 0 0 1 1 0 0 0 0 Full 134 1 1 0 0 1 1 0 0 0 0 Full 135 1 1 0 0 1 1 0 0 0 0 Full 136 1 1 0 0 1 1 0 0 0 0 Full 137 1 1 0 0 1 1 0 0 0 0 Full 138 1 1 0 0 1 1 0 0 0 0 Full 139 1 1 0 0 1 1 0 0 0 0 Full 140 1 1 0 0 1 1 0 0 0 0 Full 141 1 1 0 0 1 1 0 0 0 0 Full 142 1 1 0 0 1 1 0 0 0 0 Full 143 1 1 0 0 1 1 0 0 0 0 Full 144 1 1 0 0 1 1 0 0 0 0 Full 145 1 1 0 0 1 1 0 0 0 0 Full 146 1 1 0 0 1 1 0 0 0 0 Full 147 1 1 0 0 1 1 0 0 0 0 Full 148 1 1 0 0 1 1 0 0 0 0 Full 165 1 1 0 0 1 1 0 0 0 0 Full 166 1 1 0 0 1 1 0 0 0 0 Full 167 1 1 0 0 1 1 0 0 0 0 Full 168 1 1 0 0 1 1 0 0 0 0 Full 169 1 1 0 0 1 1 0 0 0 0 Full 170 1 1 0 0 1 1 0 0 0 0 Full 171 1 1 0 0 1 1 0 0 0 0 Full 172 1 1 0 0 1 1 0 0 0 0 Full 183 1 1 0 0 1 1 0 0 0 0 Full 184 1 1 0 0 1 1 0 0 0 0 Full 185 1 1 0 0 1 1 0 0 0 0 Full 186 1 1 0 0 1 1 0 0 0 0 Full 187 1 1 0 0 1 1 0 0 0 0 Full

188 1 1 0 0 1 1 0 0 0 0 Full 189 1 1 0 0 1 1 0 0 0 0 Full 190 1 1 0 0 1 1 0 0 0 0 Full ---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

A N C Alejandro Njar Caldern I.C.Units system: MetricCompany Address: Diseo Estructural, Supervisin y ConsultoraLoad condition: C1d=0.75CM+0.75Wz


Load data ________________________________________________________________________________________________________________________ GLOSSARY Comb : Indicates if load condition is a load combination Load conditions ________________________________________________________________________________________________________________________ Condition Description Comb. Category ------------------------------------------------------------------------------------------------------------------------------------------------------------------ CM Carga Muerta No DL Wz Viento en Z No WIND C1s 0.75CM+0.75Wz Yes C1d 0.75CM+0.75Wz Yes U1d 1.2CM+1.6Wz Yes U2d 0.9CM+1.6Wz Yes ------------------------------------------------------------------------------------------------------------------------------------------------------------------ Distributed force on members ________________________________________________________________________________________________________________________

Condition Member Dir1 Val1 Val2 Dist1 % Dist2 % [kg/m] [kg/m] [m] [m] ---------------------------------------------------------------------------------------------------------------------------------------------- Wz 8 X 70.2149 70.2149 0.00 No 1.50 No 9 X 70.2149 70.2149 0.00 No 1.50 No 10 X 65.2875 65.2875 0.00 No 1.50 No 11 X 65.2875 65.2875 0.00 No 1.50 No 27 X 70.2149 70.2149 0.00 No 1.50 No 28 X 70.2149 70.2149 0.00 No 1.50 No 29 X 65.2875 65.2875 0.00 No 1.50 No 30 X 65.2875 65.2875 0.00 No 1.50 No 46 X 35.1075 35.1075 0.00 Yes 100.00 Yes 47 X 35.1075 35.1075 0.00 Yes 100.00 Yes 48 X 32.6438 32.6438 0.00 Yes 100.00 Yes 49 X 32.6438 32.6438 0.00 Yes 100.00 Yes 65 X 70.2149 70.2149 0.00 No 1.50 No 66 X 70.2149 70.2149 0.00 No 1.50 No 67 X 65.2875 65.2875 0.00 No 1.50 No 68 X 65.2875 65.2875 0.00 No 1.50 No 84 X 35.1075 35.1075 0.00 Yes 100.00 Yes 85 X 35.1075 35.1075 0.00 Yes 100.00 Yes 86 X 32.6438 32.6438 0.00 Yes 100.00 Yes 87 X 32.6438 32.6438 0.00 Yes 100.00 Yes 101 X 35.1075 35.1075 0.00 Yes 100.00 Yes 102 X 35.1075 35.1075 0.00 Yes 100.00 Yes 103 X 35.1075 35.1075 0.00 Yes 100.00 Yes

104 X 35.1075 35.1075 0.00 Yes 100.00 Yes 109 X 70.2149 70.2149 0.00 No 3.00 No 110 X 70.2149 70.2149 0.00 No 3.00 No 111 X 70.2149 70.2149 0.00 No 3.00 No 112 X 70.2149 70.2149 0.00 No 3.00 No 117 X 67.7512 67.7512 0.00 No 3.00 No 118 X 67.7512 67.7512 0.00 No 3.00 No 119 X 67.7512 67.7512 0.00 No 3.00 No 120 X 67.7512 67.7512 0.00 No 3.00 No 125 X 65.2875 65.2875 0.00 No 3.00 No 126 X 65.2875 65.2875 0.00 No 3.00 No 127 X 65.2875 65.2875 0.00 No 3.00 No 128 X 65.2875 65.2875 0.00 No 3.00 No 133 X 32.6438 32.6438 0.00 Yes 100.00 Yes 134 X 32.6438 32.6438 0.00 Yes 100.00 Yes 135 X 32.6438 32.6438 0.00 Yes 100.00 Yes 136 X 32.6438 32.6438 0.00 Yes 100.00 Yes 141 X 70.2149 70.2149 0.00 No 3.3541 No 142 X 70.2149 70.2149 0.00 No 3.3541 No 143 X 65.2875 65.2875 0.00 No 3.3541 No 144 X 65.2875 65.2875 0.00 No 3.3541 No 145 X 70.2149 70.2149 0.00 No 3.3541 No 146 X 70.2149 70.2149 0.00 No 3.3541 No 147 X 65.2875 65.2875 0.00 No 3.3541 No 148 X 65.2875 65.2875 0.00 No 3.3541 No 191 X 65.2875 65.2875 0.00 No 3.3541 No 192 X 65.2875 65.2875 0.00 No 3.3541 No 193 X 70.2149 70.2149 0.00 No 3.3541 No 194 X 70.2149 70.2149 0.00 No 3.3541 No 195 X 65.2875 65.2875 0.00 No 3.3541 No 196 X 65.2875 65.2875 0.00 No 3.3541 No 197 X 70.2149 70.2149 0.00 No 3.3541 No 198 X 70.2149 70.2149 0.00 No 3.3541 No ---------------------------------------------------------------------------------------------------------------------------------------------- Pressure and temperature ________________________________________________________________________________________________________________________ Condi... Me... Pressur... Pressure in Y Pressure in Z Temp1 Temp 2 Temp 3 [kg/m2] [kg/m2] [kg/m2] [C] [C/m] [C/m] ------------------------------------------------------------------------------------------------------------------------------------------------------------------ Wz 1 103.95 0.00 0.00 0.00 0.00 0.00 ------------------------------------------------------------------------------------------------------------------------------------------------------------------ Self weight multipliers for load conditions ________________________________________________________________________________________________________________________ Self weight multiplier Condition Description Comb. MultX MultY MultZ ------------------------------------------------------------------------------------------------------------------------------------------------------------------------- CM Carga Muerta No 0.00 -1.00 0.00 Wz Viento en Z No 0.00 0.00 0.00 C1s 0.75CM+0.75Wz Yes 0.00 0.00 0.00 C1d 0.75CM+0.75Wz Yes 0.00 0.00 0.00 U1d 1.2CM+1.6Wz Yes 0.00 0.00 0.00 U2d 0.9CM+1.6Wz Yes 0.00 0.00 0.00 -------------------------------------------------------------------------------------------------------------------------------------------------------------------------

A N C Alejandro Njar Caldern I.C.Units system: MetricCompany Address: Diseo Estructural, Supervisin y Consultora


Steel Code Check ________________________________________________________________________________________________________________________ Report: Concise Members: Hot-rolled Design code: AISC 360-2005 LRFD ________________________________________________ Member : 3 (PL Cnx) Design status : OK ________________________________________________

Section information ________________________________________________________________________________________________________________________ Section name: PL 20x5_8 (US) Dimensions ---------------------------------------------------------------------------------------------------------

bf = 1.587 [cm] Width d = 45.720 [cm] Depth k = 0.003 [cm] Distance k k1 = 0.003 [cm] Distance k1 tf = 2.540 [cm] Flange thickness tw = 1.587 [cm] Web thickness Properties --------------------------------------------------------------------------------------------------------- Section properties Unit Major axis Minor axis Gross area of the section. (Ag) [cm2] 76.613 Moment of Inertia (local axes) (I) [cm4] 14414.179 16.090 Moment of Inertia (principal axes) (I') [cm4] 14414.179 16.090 Bending constant for moments (principal axis) (J') [cm] 0.000 0.000 Radius of gyration (local axes) (r) [cm] 13.717 0.458 Radius of gyration (principal axes) (r') [cm] 13.717 0.458 Saint-Venant torsion constant. (J) [cm4] 74.927 Section warping constant. (Cw) [cm6] 8948.098 Distance from centroid to shear center (principal axis) (xo,yo) [cm] 0.000 0.000 Top elastic section modulus of the section (local axis) (Ssup) [cm3] 630.542 20.270 Bottom elastic section modulus of the section (local axis) (Sinf) [cm3] 630.542 20.270 Top elastic section modulus of the section (principal axis) (S'sup) [cm3] 630.542 20.270 Bottom elastic section modulus of the section (principal axis) (S'inf) [cm3] 630.542 20.270 Plastic section modulus (local axis) (Z) [cm3] 914.091 3.201 Plastic section modulus (principal axis) (Z') [cm3] 914.091 3.201 Polar radius of gyration. (ro) [cm] 13.724 Area for shear (Aw) [cm2] 8.064 68.548 Torsional constant. (C) [cm3] 29.499

Material : A36 Properties Unit Value ------------------------------------------------------------------------------------------------------------------------------------------- Yield stress (Fy): [kg/cm2] 2531.04 Tensile strength (Fu): [kg/cm2] 4077.78 Elasticity Modulus (E): [kg/cm2] 2038891.00 Shear modulus for steel (G): [kg/cm2] 809083.80 ------------------------------------------------------------------------------------------------------------------------------------------- DESIGN CRITERIA Description Unit Value ------------------------------------------------------------------------------------------------------------------------------------------- Length for tension slenderness ratio (L) [m] 0.38 Distance between member lateral bracing points ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Length (Lb) [m] Top Bottom ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 0.38 0.38 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Laterally unbraced length ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Length [m] Effective length factor Major axis(L33) Minor axis(L22) Torsional axis(Lt) Major axis(K33) Minor axis(K22) Torsional axis(Kt) ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 0.38 0.38 0.38 1.0 1.0 1.0 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Additional assumptions Continuous lateral torsional restraint No Tension field action No Continuous flexural torsional restraint No Effective length factor value type None Major axis frame type Sway Minor axis frame type Sway DESIGN CHECKS

AXIAL TENSION DESIGN Axial tension Ratio : 0.00 Capacity :174518.80 [kg] Reference : Eq. D2-1 Demand : 0.00 [kg] Ctrl Eq. : C1d at 0.00% ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Factored axial tension capacity(Pn) [kg] 174518.80 Eq. D2-1 -----------------------------------------------------------------------------------------------------------------------------------------------------------------------------

AXIAL COMPRESSION DESIGN Compression in the major axis 33 Ratio : 0.02 Capacity :174450.10 [kg] Reference : Sec. E1 Demand : 3571.48 [kg] Ctrl Eq. : C1d at 0.00%

----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Section classification Factored flexural buckling strength(Pn33) [kg] 174450.10 Sec. E1 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Compression in the minor axis 22 Ratio : 0.03 Capacity :122673.30 [kg] Reference : Sec. E1 Demand : 3571.48 [kg] Ctrl Eq. : C1d at 0.00% ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Section classification Factored flexural buckling strength(Pn22) [kg] 122673.30 Sec. E1 Factored torsional or flexural-torsional buckling strength(Pn11) [kg] 160935.90 Sec. E4 -----------------------------------------------------------------------------------------------------------------------------------------------------------------------------

FLEXURAL DESIGN Bending about major axis, M33 Ratio : 0.34 Capacity : 20822.38 [kg*m] Reference : Sec. F1 Demand : -7116.28 [kg*m] Ctrl Eq. : C1d at 0.00% ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Section classification Factored yielding strength(Mn) [kg*m] 20822.38 Sec. F1 Factored lateral-torsional buckling strength(Mn) [kg*m] 20822.38 Sec. F1 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Bending about minor axis, M22 Ratio : 0.28 Capacity : 72.91 [kg*m] Reference : Sec. F1 Demand : -20.39 [kg*m] Ctrl Eq. : C1d at 100.00% ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Section classification Factored yielding strength(Mn) [kg*m] 72.91 Sec. F1 -----------------------------------------------------------------------------------------------------------------------------------------------------------------------------

DESIGN FOR SHEAR Shear in major axis 33 Ratio : 0.01 Capacity : 11022.24 [kg] Demand : 106.01 [kg] Ctrl Eq. : C1d at 0.00% ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Factored shear capacity(Vn) [kg] 11022.24 -----------------------------------------------------------------------------------------------------------------------------------------------------------------------------

Shear in minor axis 22 Ratio : 0.09 Capacity :104098.90 [kg] Reference : Sec. G2.1(a) Demand : 9450.56 [kg] Ctrl Eq. : C1d at 100.00% ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Factored shear capacity(Vn) [kg] 104098.90 Sec. G2.1(a) -----------------------------------------------------------------------------------------------------------------------------------------------------------------------------

COMBINED ACTIONS DESIGN Combined flexure and axial compression .................................................................................................................................................................................. Ratio : 0.62 Ctrl Eq. : C1d at 0.00% Reference : Eq. H1-1b .................................................................................................................................................................................. ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Interaction of flexure and axial force -- 0.62 Eq. H1-1b ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Combined flexure and axial tension .................................................................................................................................................................................. Ratio : 0.61 Ctrl Eq. : C1d at 0.00% Reference : Eq. H1-1b .................................................................................................................................................................................. ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Combined flexure and axial compression about local axis .................................................................................................................................................................................. Ratio : N/A Ctrl Eq. : -- Reference : .................................................................................................................................................................................. Combined flexure and axial tension about local axis .................................................................................................................................................................................. Ratio : N/A Ctrl Eq. : -- Reference : .................................................................................................................................................................................. ________________________________________________ Member : 1 (Mastil) Design status : OK ________________________________________________

Section information ________________________________________________________________________________________________________________________ Section name: Pipe 36x0.312 (US) Dimensions ---------------------------------------------------------------------------------------------------------

D = 91.440 [cm] Diameter t = 0.792 [cm] Thickness Properties --------------------------------------------------------------------------------------------------------- Section properties Unit Major axis Minor axis Gross area of the section. (Ag) [cm2] 227.594 Moment of Inertia (local axes) (I) [cm4] 2.32E+05 2.32E+05 Moment of Inertia (principal axes) (I') [cm4] 2.32E+05 2.32E+05 Bending constant for moments (principal axis) (J') [cm] 0.000 0.000 Radius of gyration (local axes) (r) [cm] 31.955 31.955 Radius of gyration (principal axes) (r') [cm] 31.955 31.955 Saint-Venant torsion constant. (J) [cm4] 4.54E+05 Section warping constant. (Cw) [cm6] 2274.132 Distance from centroid to shear center (principal axis) (xo,yo) [cm] 0.000 0.000 Top elastic section modulus of the section (local axis) (Ssup) [cm3] 4984.790 4984.790 Bottom elastic section modulus of the section (local axis) (Sinf) [cm3] 4984.790 4984.790 Top elastic section modulus of the section (principal axis) (S'sup) [cm3] 4984.790 4984.790 Bottom elastic section modulus of the section (principal axis) (S'inf) [cm3] 4984.790 4984.790 Plastic section modulus (local axis) (Z) [cm3] 6545.109 6545.109 Plastic section modulus (principal axis) (Z') [cm3] 6545.109 6545.109 Polar radius of gyration. (ro) [cm] 45.191 Area for shear (Aw) [cm2] 146.571 146.571 Torsional constant. (C) [cm3] 10164.087 Material : A53 GrB Properties Unit Value ------------------------------------------------------------------------------------------------------------------------------------------- Yield stress (Fy): [kg/cm2] 2460.73 Tensile strength (Fu): [kg/cm2] 4218.40 Elasticity Modulus (E): [kg/cm2] 2038891.00 Shear modulus for steel (G): [kg/cm2] 784188.90 ------------------------------------------------------------------------------------------------------------------------------------------- DESIGN CRITERIA Description Unit Value ------------------------------------------------------------------------------------------------------------------------------------------- Length for tension slenderness ratio (L) [m] 12.00 Distance between member lateral bracing points ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Length (Lb) [m] Top Bottom ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 12.00 12.00 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Laterally unbraced length ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Length [m] Effective length factor Major axis(L33) Minor axis(L22) Torsional axis(Lt) Major axis(K33) Minor axis(K22) Torsional axis(Kt) ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 12.00 12.00 12.00 1.0 1.0 1.0 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Additional assumptions Continuous lateral torsional restraint No

Tension field action No Continuous flexural torsional restraint No Effective length factor value type None Major axis frame type Sway Minor axis frame type Sway DESIGN CHECKS

AXIAL TENSION DESIGN Axial tension Ratio : 0.00 Capacity :504042.10 [kg] Reference : Eq. D2-1 Demand : 0.00 [kg] Ctrl Eq. : C1d at 0.00% ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Factored axial tension capacity(Pn) [kg] 504042.10 Eq. D2-1 -----------------------------------------------------------------------------------------------------------------------------------------------------------------------------

AXIAL COMPRESSION DESIGN Compression in the major axis 33 Ratio : 0.03 Capacity :134858.60 [kg] Reference : Sec. E1 Demand : 3891.93 [kg] Ctrl Eq. : C1d at 0.00% ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Section classification Factored flexural buckling strength(Pn33) [kg] 134858.60 Sec. E1 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Compression in the minor axis 22 Ratio : 0.03 Capacity :134858.60 [kg] Reference : Sec. E1 Demand : 3891.93 [kg] Ctrl Eq. : C1d at 0.00% ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Section classification Factored flexural buckling strength(Pn22) [kg] 134858.60 Sec. E1 -----------------------------------------------------------------------------------------------------------------------------------------------------------------------------

FLEXURAL DESIGN Bending about major axis, M33 Ratio : 0.79 Capacity :127043.80 [kg*m] Reference : Sec. F1 Demand :-100624.90 [kg*m] Ctrl Eq. : C1d at 0.00% ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Section classification Factored yielding strength(Mn) [kg*m] 144951.80 Sec. F1

Factored local buckling strength(Mn) [kg*m] 127043.80 Sec. F1 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Bending about minor axis, M22 Ratio : 0.00 Capacity :127043.80 [kg*m] Reference : Sec. F1 Demand : 0.00 [kg*m] Ctrl Eq. : C1d at 0.00% ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Section classification Factored yielding strength(Mn) [kg*m] 144951.80 Sec. F1 Factored local buckling strength(Mn) [kg*m] 127043.80 Sec. F1 -----------------------------------------------------------------------------------------------------------------------------------------------------------------------------

DESIGN FOR SHEAR Shear in major axis 33 Ratio : 0.00 Capacity :151212.60 [kg] Demand : 0.00 [kg] Ctrl Eq. : C1d at 0.00% ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Factored shear capacity(Vn) [kg] 151212.60 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Shear in minor axis 22 Ratio : 0.05 Capacity :151212.60 [kg] Demand : 7250.62 [kg] Ctrl Eq. : C1d at 0.00% ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Factored shear capacity(Vn) [kg] 151212.60 -----------------------------------------------------------------------------------------------------------------------------------------------------------------------------

TORSION DESIGN Torsion Ratio : 0.00 Capacity :135059.80 [kg*m] Demand : 0.00 [kg*m] Ctrl Eq. : C1d at 0.00% ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Factored torsion capacity(Tn) [kg*m] 135059.80 -----------------------------------------------------------------------------------------------------------------------------------------------------------------------------

COMBINED ACTIONS DESIGN Combined flexure and axial compression .................................................................................................................................................................................. Ratio : 0.81 Ctrl Eq. : C1d at 0.00% Reference : Eq. H1-1b ..................................................................................................................................................................................

----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Interaction of flexure and axial force -- 0.81 Eq. H1-1b ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Combined flexure and axial tension .................................................................................................................................................................................. Ratio : 0.79 Ctrl Eq. : C1d at 0.00% Reference : Eq. H1-1b .................................................................................................................................................................................. ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Combined flexure and axial compression about local axis .................................................................................................................................................................................. Ratio : N/A Ctrl Eq. : -- Reference : .................................................................................................................................................................................. Combined flexure and axial tension about local axis .................................................................................................................................................................................. Ratio : N/A Ctrl Eq. : -- Reference : .................................................................................................................................................................................. Combined torsion, flexure, shear and axial compression .................................................................................................................................................................................. Ratio : N/A Ctrl Eq. : -- Reference : .................................................................................................................................................................................. Combined torsion, flexure, shear and axial tension .................................................................................................................................................................................. Ratio : N/A Ctrl Eq. : -- Reference : .................................................................................................................................................................................. ________________________________________________ Member : 12 (AR-01 Rfz) Design status : OK ________________________________________________

Section information ________________________________________________________________________________________________________________________ Section name: L 2-1_2X2-1_2X3_8 (US) Dimensions ---------------------------------------------------------------------------------------------------------

a = 6.350 [cm] Flange length k = 1.587 [cm] Distance k t = 0.952 [cm] Thickness Properties

--------------------------------------------------------------------------------------------------------- Section properties Unit Major axis Minor axis Gross area of the section. (Ag) [cm2] 11.161 Moment of Inertia (local axes) (I) [cm4] 40.458 40.458 Moment of Inertia (principal axes) (I') [cm4] 64.266 16.649 Bending constant for moments (principal axis) (J') [cm] 0.000 4.087 Radius of gyration (local axes) (r) [cm] 1.904 1.904 Radius of gyration (principal axes) (r') [cm] 2.400 1.221 Saint-Venant torsion constant. (J) [cm4] 3.467 Section warping constant. (Cw) [cm6] 9.721 Distance from centroid to shear center (principal axis) (xo,yo) [cm] -2.063 -0.028 Top elastic section modulus of the section (local axis) (Ssup) [cm3] 9.144 9.144 Bottom elastic section modulus of the section (local axis) (Sinf) [cm3] 20.896 20.896 Top elastic section modulus of the section (principal axis) (S'sup) [cm3] 14.424 6.840 Bottom elastic section modulus of the section (principal axis) (S'inf) [cm3] 14.424 6.840 Plastic section modulus (local axis) (Z) [cm3] 16.551 16.387 Plastic section modulus (principal axis) (Z') [cm3] 23.237 11.619 Polar radius of gyration. (ro) [cm] 3.378 Area for shear (Aw) [cm2] 6.065 6.065 Torsional constant. (C) [cm3] 3.553 Material : A36 Properties Unit Value ------------------------------------------------------------------------------------------------------------------------------------------- Yield stress (Fy): [kg/cm2] 2531.04 Tensile strength (Fu): [kg/cm2] 4077.78 Elasticity Modulus (E): [kg/cm2] 2038891.00 Shear modulus for steel (G): [kg/cm2] 809083.80 ------------------------------------------------------------------------------------------------------------------------------------------- DESIGN CRITERIA Description Unit Value ------------------------------------------------------------------------------------------------------------------------------------------- Length for tension slenderness ratio (L) [m] 1.50 Distance between member lateral bracing points ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Length (Lb) [m] Top Bottom ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 1.50 1.50 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Laterally unbraced length ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Length [m] Effective length factor Major axis(L33) Minor axis(L22) Torsional axis(Lt) Major axis(K33) Minor axis(K22) Torsional axis(Kt) ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 1.50 1.50 1.50 1.0 1.0 1.0 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Additional assumptions Continuous lateral torsional restraint No Tension field action No Continuous flexural torsional restraint No Effective length factor value type None Major axis frame type Sway Minor axis frame type Sway Single angle connected through width No Planar element No Consider eccentricity No Shear load point of application Gravity center

DESIGN CHECKS

AXIAL TENSION DESIGN Axial tension Ratio : 0.00 Capacity : 25424.63 [kg] Reference : Eq. D2-1 Demand : 0.00 [kg] Ctrl Eq. : C1d at 0.00% ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Factored axial tension capacity(Pn) [kg] 25424.63 Eq. D2-1 -----------------------------------------------------------------------------------------------------------------------------------------------------------------------------

AXIAL COMPRESSION DESIGN Compression in the major axis 33 Ratio : 0.00 Capacity : 0.00 [kg] Demand : 0.00 [kg] Ctrl Eq. : -- ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Section classification ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Compression in the minor axis 22 Ratio : 0.86 Capacity : 11348.13 [kg] Reference : Sec. E1 Demand : 9704.07 [kg] Ctrl Eq. : C1d at 0.00% ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Section classification Factored flexural buckling strength(Pn22) [kg] 11348.13 Sec. E1 -----------------------------------------------------------------------------------------------------------------------------------------------------------------------------

FLEXURAL DESIGN Bending about major axis, M33 Ratio : 0.00 Capacity : 249.95 [kg*m] Reference : Sec. F1 Demand : 0.00 [kg*m] Ctrl Eq. : C1d at 0.00% ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Section classification Factored yielding strength(Mn) [kg*m] 492.84 Sec. F1 Factored lateral-torsional buckling strength(Mn) [kg*m] 477.26 Sec. F1 Factored yielding strength about a geometric axis(Mn) [kg*m] 312.44 Sec. F1 Factored lateral-torsional buckling strength about a geometric axis(Mn) [kg*m] 249.95 Sec. F1 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Bending about minor axis, M22 Ratio : 0.00

Capacity : 249.95 [kg*m] Reference : Sec. F1 Demand : 0.00 [kg*m] Ctrl Eq. : C1d at 0.00% ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Section classification Factored yielding strength(Mn) [kg*m] 233.72 Sec. F1 Factored yielding strength about a geometric axis(Mn) [kg*m] 312.44 Sec. F1 Factored lateral-torsional buckling strength about a geometric axis(Mn) [kg*m] 249.95 Sec. F1 -----------------------------------------------------------------------------------------------------------------------------------------------------------------------------

DESIGN FOR SHEAR Shear in major axis 33 Ratio : 0.00 Capacity : 8288.72 [kg] Demand : 0.00 [kg] Ctrl Eq. : C1d at 0.00% ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Factored shear capacity(Vn) [kg] 8288.72 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Shear in minor axis 22 Ratio : 0.00 Capacity : 8288.72 [kg] Demand : 0.00 [kg] Ctrl Eq. : C1d at 0.00% ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Factored shear capacity(Vn) [kg] 8288.72 -----------------------------------------------------------------------------------------------------------------------------------------------------------------------------

COMBINED ACTIONS DESIGN Combined flexure and axial compression .................................................................................................................................................................................. Ratio : 0.86 Ctrl Eq. : C1d at 0.00% Reference : Eq. H1-1a .................................................................................................................................................................................. ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Interaction of flexure and axial force -- 0.86 Eq. H1-1a ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Combined flexure and axial tension .................................................................................................................................................................................. Ratio : 0.00 Ctrl Eq. : C1d at 0.00% Reference : Eq. H1-1b .................................................................................................................................................................................. ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Combined flexure and axial compression about local axis ..................................................................................................................................................................................

Ratio : 0.86 Ctrl Eq. : C1d at 0.00% Reference : Eq. H1-1a .................................................................................................................................................................................. ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Combined flexure and axial tension about local axis .................................................................................................................................................................................. Ratio : 0.00 Ctrl Eq. : C1d at 0.00% Reference : Eq. H1-1b .................................................................................................................................................................................. ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Combined torsion and shear stresses .................................................................................................................................................................................. Ratio : 0.01 Ctrl Eq. : C1d at 0.00% Reference : Eq. H3-8 .................................................................................................................................................................................. ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Available shear stress for shear yielding(Fnv) [kg/cm2] 1366.76 Eq. H3-8 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- ________________________________________________ Member : 18 (AR-01) Design status : OK ________________________________________________

Section information ________________________________________________________________________________________________________________________ Section name: L 2-1_2X2-1_2X3_16 (US) Dimensions ---------------------------------------------------------------------------------------------------------

a = 6.350 [cm] Flange length k = 1.113 [cm] Distance k t = 0.476 [cm] Thickness Properties --------------------------------------------------------------------------------------------------------- Section properties Unit Major axis Minor axis Gross area of the section. (Ag) [cm2] 5.806 Moment of Inertia (local axes) (I) [cm4] 22.268 22.268 Moment of Inertia (principal axes) (I') [cm4] 35.838 8.699 Bending constant for moments (principal axis) (J') [cm] 0.000 4.305 Radius of gyration (local axes) (r) [cm] 1.958 1.958 Radius of gyration (principal axes) (r') [cm] 2.484 1.224 Saint-Venant torsion constant. (J) [cm4] 0.475

Section warping constant. (Cw) [cm6] 1.370 Distance from centroid to shear center (principal axis) (xo,yo) [cm] -2.157 -0.030 Top elastic section modulus of the section (local axis) (Ssup) [cm3] 4.834 4.834 Bottom elastic section modulus of the section (local axis) (Sinf) [cm3] 12.858 12.858 Top elastic section modulus of the section (principal axis) (S'sup) [cm3] 8.084 3.914 Bottom elastic section modulus of the section (principal axis) (S'inf) [cm3] 8.084 3.914 Plastic section modulus (local axis) (Z) [cm3] 8.669 8.652 Plastic section modulus (principal axis) (Z') [cm3] 12.580 6.290 Polar radius of gyration. (ro) [cm] 3.505 Area for shear (Aw) [cm2] 3.032 3.032 Torsional constant. (C) [cm3] 0.924 Material : A36 Properties Unit Value ------------------------------------------------------------------------------------------------------------------------------------------- Yield stress (Fy): [kg/cm2] 2531.04 Tensile strength (Fu): [kg/cm2] 4077.78 Elasticity Modulus (E): [kg/cm2] 2038891.00 Shear modulus for steel (G): [kg/cm2] 809083.80 ------------------------------------------------------------------------------------------------------------------------------------------- DESIGN CRITERIA Description Unit Value ------------------------------------------------------------------------------------------------------------------------------------------- Length for tension slenderness ratio (L) [m] 2.12 Distance between member lateral bracing points ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Length (Lb) [m] Top Bottom ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 2.12 2.12 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Laterally unbraced length ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Length [m] Effective length factor Major axis(L33) Minor axis(L22) Torsional axis(Lt) Major axis(K33) Minor axis(K22) Torsional axis(Kt) ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 2.12 2.12 2.12 1.0 1.0 1.0 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Additional assumptions Continuous lateral torsional restraint No Tension field action No Continuous flexural torsional restraint No Effective length factor value type None Major axis frame type Sway Minor axis frame type Sway Single angle connected through width No Planar element No Consider eccentricity No Shear load point of application Gravity center DESIGN CHECKS

AXIAL TENSION DESIGN Axial tension Ratio : 0.00 Capacity : 13226.68 [kg] Reference : Eq. D2-1 Demand : 0.00 [kg] Ctrl Eq. : C1d at 0.00%

----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Factored axial tension capacity(Pn) [kg] 13226.68 Eq. D2-1 -----------------------------------------------------------------------------------------------------------------------------------------------------------------------------

AXIAL COMPRESSION DESIGN Compression in the major axis 33 Ratio : 0.00 Capacity : 0.00 [kg] Demand : 0.00 [kg] Ctrl Eq. : -- ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Section classification ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Compression in the minor axis 22 Ratio : 0.92 Capacity : 3923.16 [kg] Reference : Sec. E1 Demand : 3623.82 [kg] Ctrl Eq. : C1d at 0.00% ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Section classification Factored flexural buckling strength(Pn22) [kg] 3923.16 Sec. E1 -----------------------------------------------------------------------------------------------------------------------------------------------------------------------------

FLEXURAL DESIGN Bending about major axis, M33 Ratio : 0.01 Capacity : 119.30 [kg*m] Reference : Sec. F1 Demand : 1.36 [kg*m] Ctrl Eq. : C1d at 50.00% ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Section classification Factored yielding strength(Mn) [kg*m] 276.23 Sec. F1 Factored lateral-torsional buckling strength(Mn) [kg*m] 209.80 Sec. F1 Factored yielding strength about a geometric axis(Mn) [kg*m] 165.18 Sec. F1 Factored lateral-torsional buckling strength about a geometric axis(Mn) [kg*m] 119.30 Sec. F1 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Bending about minor axis, M22 Ratio : 0.01 Capacity : 133.73 [kg*m] Reference : Sec. F1 Demand : -0.96 [kg*m] Ctrl Eq. : C1d at 50.00% ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Section classification Factored yielding strength(Mn) [kg*m] 133.73 Sec. F1 Factored yielding strength about a geometric axis(Mn) [kg*m] 165.18 Sec. F1

Factored lateral-torsional buckling strength about a geometric axis(Mn) [kg*m] 132.14 Sec. F1 -----------------------------------------------------------------------------------------------------------------------------------------------------------------------------

DESIGN FOR SHEAR Shear in major axis 33 Ratio : 0.00 Capacity : 4144.36 [kg] Demand : 1.82 [kg] Ctrl Eq. : C1d at 0.00% ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Factored shear capacity(Vn) [kg] 4144.36 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Shear in minor axis 22 Ratio : 0.00 Capacity : 4144.36 [kg] Demand : 1.82 [kg] Ctrl Eq. : C1d at 0.00% ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Factored shear capacity(Vn) [kg] 4144.36 -----------------------------------------------------------------------------------------------------------------------------------------------------------------------------

COMBINED ACTIONS DESIGN Combined flexure and axial compression .................................................................................................................................................................................. Ratio : 0.93 Ctrl Eq. : C1d at 50.00% Reference : Eq. H1-1a .................................................................................................................................................................................. ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Intermediate results Unit Value Reference ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Interaction of flexure and axial force -- 0.93 Eq. H1-1a ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Combined flexure and axial tension .................................................................................................................................................................................. Ratio : 0.01 Ctrl Eq. : C1d at 50.00% Reference : Eq. H1-1b .................................................................................................................................................................................. -----------------------------------------------------------------------------------------------------------------------------------------------------

2012.03.10 memoria espectacular ens

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