2012.03.10 Memoria Espectacular ENS

A N C – Alejandro Nájar Calderón I.C. D i s eñ o Estructural, S up e r v i si ó n y Consultor ía

Mexicali, B.C. 10 de Marzo de 2012

Ing. Fernando Díaz Ceballos y/o a quien corresponda

Presente : Anexo a la presente sírvase encontrar memoria de calculo referente al análisis y diseño estructural de “Columna de soporte de 10.00mt de altura y pantalla para letrero espectacular de 12.00mt x 6.00mt”. Mismo que habrá de construirse en la ciudad de Ensenada, B.C.

Sin otro particular por el momento, quedo de Usted.

ATENTAMENTE

. Alejandro Nájar Calderón, I.C. Ced. Fed. 7022177

Perito 1341

Ced. Est. 19745-01/11

Tel. (686) 273‐1470 / Cel. (686) 946‐3750 / Nextel 152*14*44862

[email protected]

CONTENIDO 1. ANTECEDENTES 2. ESTRUCTURACION 3. ANALISIS DE CARGAS 4. CONSIDERACIONES POR VIENTO 5. DISEÑO DE ELEMENTOS 5.1 DATOS DE GEOMETRIA 5.2 DATOS DE CARGAS 5.3 DISEÑO DE ACERO (EXTENSIVO ELEMENTOS CRITICOS) 5.4 DISEÑO DE ACERO (BREVE TODOS LOS ELEMENTOS) 6. DISEÑO DE SISTEMA DE CIMENTACION 7. ESPECIFICACIONES 8. ANEXOS. - MEMORIA DE DETALLES ESTRUCTURALES.

ANTECEDENTES POR MEDIO DEL ING. FERNANDO DÍAZ CEBALLOS, SE ME ENCOMENDO LA REALIZACION DEL ANALISIS Y DISEÑO 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 DISEÑO 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 1/2”x2 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 PAÑO 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 DISEÑO 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

ATENDIENDO

AL

TIPO

DE DE

EL

ESTADO

ESTRUCTURA

DE

BAJA

QUE

SE

CALIFORNIA, TRATA

Y

LA

VELOCIDAD REGIONAL DE DISEÑO PARA LA CIUDAD DONDE SE ENCONTRARA LA ESTRUCTURA. PANTALLA Y MASTIL: VB = K1 K2 Vo

K1

=

1.15

V B = 126.50 km/hr

K2

=

1.00

Vo

=

110 km/hr

V Z = V B [0.1 z] x

z =

Variable

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 C

=

0.0048

=

1.30 + m / 50 < 1.70

m = H/b = 2.6667 H = 16.00m b = 6.00m C

=

1.3533

Altura

Presion (kg/m 2 )

0.00 a 10.00

P 1 = 103.95

10.00 a 13.00

P 2 = 113.95

13.00 a 16.00

P 3 = 122.55

A N C – Alejandro Nájar Calderón I.C. Units system: Metric Company Address: Diseño Estructural, Supervisión y Consultoría


A N C – Alejandro Nájar Calderón I.C. Diseño Estructural, Supervisión y Consultoría Units system: Metric

Geometry data ________________________________________________________________________________________________________________________ GLOSSARY Cb22, Cb33 Cm22, Cm33 d0 DJX DJY DJZ DKX DKY DKZ dL Ig factor K22 K33 L22 L33 LB pos LB neg RX RY RZ TO TX TY TZ

: Moment gradient coefficients : Coefficients applied to bending term in interaction formula : Tapered member section depth at J end of member : Rigid end offset distance measured from J node in axis X : Rigid end offset distance measured from J node in axis Y : Rigid end offset distance measured from J node in axis Z : Rigid end offset distance measured from K node in axis X : Rigid end offset distance measured from K node in axis Y : Rigid end offset distance measured from K node in axis Z : Tapered member section depth at K end of member : Inertia reduction factor (Effective Inertia/Gross Inertia) for reinforced concrete members : Effective length factor about axis 2 : Effective length factor about axis 3 : Member length for calculation of axial capacity : Member length for calculation of axial capacity : Lateral unbraced length of the compression flange in the positive side of local axis 2 : Lateral unbraced length of the compression flange in the negative side of local axis 2 : Rotation about X : Rotation about Y : Rotation about Z : 1 = Tension only member 0 = Normal member : Translation in X : Translation in Y : 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 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54 55 56 57 58 59 60 61 62 63 64 65 66 67 68 69 70 71

5 7 9 11 4 5 7 9 3 6 8 10 3 4 6 7 10 13 13 16 18 20 22 15 16 18 20 14 17 19 21 14 15 17 18 21 24 24 27 29 31 33 26 27 29 31 25 28 30 32 25 26 28 29 32 35 35 38 40 42 44 37 38 40 42 36 39 41

6 8 10 12 5 7 9 11 6 8 10 12 5 6 7 10 11 58 63 17 19 21 23 16 18 20 22 17 19 21 23 16 17 18 21 22 59 64 28 30 32 34 27 29 31 33 28 30 32 34 27 28 29 32 33 60 65 39 41 43 45 38 40 42 44 39 41 43

AR-01 AR-01 AR-01 AR-01 AR-01 Rfz AR-01 AR-01 AR-01 AR-01 Rfz AR-01 AR-01 AR-01 AR-01 AR-01 AR-01 AR-01 AR-01 PL Cnx PL Cnx AR-02 AR-02 AR-02 AR-02 AR-02 AR-02 AR-02 AR-02 AR-02 AR-02 AR-02 AR-02 AR-02 AR-02 AR-02 AR-02 AR-02 PL Cnx PL Cnx AR-02 AR-02 AR-02 AR-02 AR-02 AR-02 AR-02 AR-02 AR-02 AR-02 AR-02 AR-02 AR-02 AR-02 AR-02 AR-02 AR-02 PL Cnx PL Cnx AR-02 AR-02 AR-02 AR-02 AR-02 AR-02 AR-02 AR-02 AR-02 AR-02 AR-02

L 2-1_2X2-1_2X3_16 L 2-1_2X2-1_2X3_16 L 2-1_2X2-1_2X3_16 L 2-1_2X2-1_2X3_16 L 2-1_2X2-1_2X3_8 L 2-1_2X2-1_2X3_16 L 2-1_2X2-1_2X3_16 L 2-1_2X2-1_2X3_16 L 2-1_2X2-1_2X3_8 L 2-1_2X2-1_2X3_16 L 2-1_2X2-1_2X3_16 L 2-1_2X2-1_2X3_16 L 2-1_2X2-1_2X3_16 L 2-1_2X2-1_2X3_16 L 2-1_2X2-1_2X3_16 L 2-1_2X2-1_2X3_16 L 2-1_2X2-1_2X3_16 PL 20x5_8 PL 20x5_8 L 2-1_2X2-1_2X3_16 L 2-1_2X2-1_2X3_16 L 2-1_2X2-1_2X3_16 L 2-1_2X2-1_2X3_16 L 2-1_2X2-1_2X3_16 L 2-1_2X2-1_2X3_16 L 2-1_2X2-1_2X3_16 L 2-1_2X2-1_2X3_16 L 2-1_2X2-1_2X3_16 L 2-1_2X2-1_2X3_16 L 2-1_2X2-1_2X3_16 L 2-1_2X2-1_2X3_16 L 2-1_2X2-1_2X3_16 L 2-1_2X2-1_2X3_16 L 2-1_2X2-1_2X3_16 L 2-1_2X2-1_2X3_16 L 2-1_2X2-1_2X3_16 PL 20x5_8 PL 20x5_8 L 2-1_2X2-1_2X3_16 L 2-1_2X2-1_2X3_16 L 2-1_2X2-1_2X3_16 L 2-1_2X2-1_2X3_16 L 2-1_2X2-1_2X3_16 L 2-1_2X2-1_2X3_16 L 2-1_2X2-1_2X3_16 L 2-1_2X2-1_2X3_16 L 2-1_2X2-1_2X3_16 L 2-1_2X2-1_2X3_16 L 2-1_2X2-1_2X3_16 L 2-1_2X2-1_2X3_16 L 2-1_2X2-1_2X3_16 L 2-1_2X2-1_2X3_16 L 2-1_2X2-1_2X3_16 L 2-1_2X2-1_2X3_16 L 2-1_2X2-1_2X3_16 PL 20x5_8 PL 20x5_8 L 2-1_2X2-1_2X3_16 L 2-1_2X2-1_2X3_16 L 2-1_2X2-1_2X3_16 L 2-1_2X2-1_2X3_16 L 2-1_2X2-1_2X3_16 L 2-1_2X2-1_2X3_16 L 2-1_2X2-1_2X3_16 L 2-1_2X2-1_2X3_16 L 2-1_2X2-1_2X3_16 L 2-1_2X2-1_2X3_16 L 2-1_2X2-1_2X3_16

A36 A36 A36 A36 A36 A36 A36 A36 A36 A36 A36 A36 A36 A36 A36 A36 A36 A36 A36 A36 A36 A36 A36 A36 A36 A36 A36 A36 A36 A36 A36 A36 A36 A36 A36 A36 A36 A36 A36 A36 A36 A36 A36 A36 A36 A36 A36 A36 A36 A36 A36 A36 A36 A36 A36 A36 A36 A36 A36 A36 A36 A36 A36 A36 A36 A36 A36 A36

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

72 73 74 75 76 77 78 79 80 81 82 83 84 85 86 87 88 89 90 91 92 93 94 95 96 97 98 99 100 101 102 103 104 105 106 107 108 109 110 111 112 113 114 115 116 117 118 119 120 121 122 123 124 125 126 127 128 129 130 131 132 133 134 135 136 137 138 139

43 36 37 39 40 43 46 46 49 51 53 55 48 49 51 53 47 50 52 54 47 48 50 51 54 46 35 2 13 48 37 4 15 47 36 3 14 49 38 5 16 50 39 6 17 51 40 7 18 52 41 8 19 53 42 9 20 54 43 10 21 55 44 11 22 56 45 12

45 38 39 40 43 44 61 66 50 52 54 56 49 51 53 55 50 52 54 56 49 50 51 54 55 35 2 13 24 37 4 15 26 36 3 14 25 38 5 16 27 39 6 17 28 40 7 18 29 41 8 19 30 42 9 20 31 43 10 21 32 44 11 22 33 45 12 23

AR-02 AR-02 AR-02 AR-02 AR-02 AR-02 PL Cnx PL Cnx AR-02 AR-02 AR-02 AR-02 AR-02 AR-02 AR-02 AR-02 AR-02 AR-02 AR-02 AR-02 AR-02 AR-02 AR-02 AR-02 AR-02 Flauta Flauta Flauta Flauta Pantalla Rfz Pantalla Rfz Pantalla Rfz Pantalla Rfz Pantalla Rfz Pantalla Rfz Pantalla Rfz Pantalla Rfz Pantalla Pantalla Pantalla Pantalla Pantalla Pantalla Pantalla Pantalla Pantalla Pantalla Pantalla Pantalla Pantalla Pantalla Pantalla Pantalla Pantalla Pantalla Pantalla Pantalla Pantalla Pantalla Pantalla Pantalla Pantalla Pantalla Pantalla Pantalla Pantalla Pantalla Pantalla

L 2-1_2X2-1_2X3_16 L 2-1_2X2-1_2X3_16 L 2-1_2X2-1_2X3_16 L 2-1_2X2-1_2X3_16 L 2-1_2X2-1_2X3_16 L 2-1_2X2-1_2X3_16 PL 20x5_8 PL 20x5_8 L 2-1_2X2-1_2X3_16 L 2-1_2X2-1_2X3_16 L 2-1_2X2-1_2X3_16 L 2-1_2X2-1_2X3_16 L 2-1_2X2-1_2X3_16 L 2-1_2X2-1_2X3_16 L 2-1_2X2-1_2X3_16 L 2-1_2X2-1_2X3_16 L 2-1_2X2-1_2X3_16 L 2-1_2X2-1_2X3_16 L 2-1_2X2-1_2X3_16 L 2-1_2X2-1_2X3_16 L 2-1_2X2-1_2X3_16 L 2-1_2X2-1_2X3_16 L 2-1_2X2-1_2X3_16 L 2-1_2X2-1_2X3_16 L 2-1_2X2-1_2X3_16 PIPE 12x0.375 PIPE 12x0.375 PIPE 12x0.375 PIPE 12x0.375 L 2-1_2X2-1_2X3_8 L 2-1_2X2-1_2X3_8 L 2-1_2X2-1_2X3_8 L 2-1_2X2-1_2X3_8 L 2-1_2X2-1_2X3_8 L 2-1_2X2-1_2X3_8 L 2-1_2X2-1_2X3_8 L 2-1_2X2-1_2X3_8 L 2-1_2X2-1_2X3_16 L 2-1_2X2-1_2X3_16 L 2-1_2X2-1_2X3_16 L 2-1_2X2-1_2X3_16 L 2-1_2X2-1_2X3_16 L 2-1_2X2-1_2X3_16 L 2-1_2X2-1_2X3_16 L 2-1_2X2-1_2X3_16 L 2-1_2X2-1_2X3_16 L 2-1_2X2-1_2X3_16 L 2-1_2X2-1_2X3_16 L 2-1_2X2-1_2X3_16 L 2-1_2X2-1_2X3_16 L 2-1_2X2-1_2X3_16 L 2-1_2X2-1_2X3_16 L 2-1_2X2-1_2X3_16 L 2-1_2X2-1_2X3_16 L 2-1_2X2-1_2X3_16 L 2-1_2X2-1_2X3_16 L 2-1_2X2-1_2X3_16 L 2-1_2X2-1_2X3_16 L 2-1_2X2-1_2X3_16 L 2-1_2X2-1_2X3_16 L 2-1_2X2-1_2X3_16 L 2-1_2X2-1_2X3_16 L 2-1_2X2-1_2X3_16 L 2-1_2X2-1_2X3_16 L 2-1_2X2-1_2X3_16 L 2-1_2X2-1_2X3_16 L 2-1_2X2-1_2X3_16 L 2-1_2X2-1_2X3_16

A36 A36 A36 A36 A36 A36 A36 A36 A36 A36 A36 A36 A36 A36 A36 A36 A36 A36 A36 A36 A36 A36 A36 A36 A36 A53 GrB A53 GrB A53 GrB A53 GrB A36 A36 A36 A36 A36 A36 A36 A36 A36 A36 A36 A36 A36 A36 A36 A36 A36 A36 A36 A36 A36 A36 A36 A36 A36 A36 A36 A36 A36 A36 A36 A36 A36 A36 A36 A36 A36 A36 A36

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

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

180.00 180.00 180.00 270.00 270.00 270.00 270.00 180.00 180.00 180.00 180.00 180.00 180.00 180.00 180.00 180.00 180.00 180.00 270.00 270.00 270.00 270.00 180.00 180.00 180.00 180.00 180.00 180.00 180.00 180.00 180.00 180.00 180.00 270.00 270.00 270.00 270.00 180.00 180.00 180.00 180.00 180.00 180.00 180.00 180.00 180.00 180.00 180.00 270.00 270.00 270.00 270.00 180.00 180.00 180.00 90.00 90.00 90.00 90.00 90.00 90.00 90.00 90.00 180.00 180.00 270.00 270.00 270.00

0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 ________________________________________________________________________________________________________________________

Member

M33

Node-J M22 V3

V2

M33

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

1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

Full Full Full Full Full Full Full Full Full Full Full Full Full Full Full Full Full Full Full Full Full Full Full Full Full Full Full Full Full Full Full Full Full Full Full Full Full Full Full Full Full Full Full Full Full Full Full Full Full Full Full Full Full Full Full Full Full Full Full Full Full Full Full Full Full Full Full Full

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

1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

Full Full Full Full Full Full Full Full Full Full Full Full Full Full Full Full Full Full Full Full Full Full Full Full Full Full Full Full Full Full Full Full Full Full Full Full Full Full Full Full Full Full Full Full Full Full Full Full Full Full Full Full Full Full Full Full Full Full Full Full Full Full Full Full Full Full Full 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 Nájar Calderón I.C. Units system: Metric Company Address: Diseño Estructural, Supervisión y Consultoría Load 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 ________________________________________________________________________________________________________________________

Condition

Description

Comb.

Self weight multiplier 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 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------



Steel Code Check ________________________________________________________________________________________________________________________ Report: Concise

Members: Hot-rolled Design code: AISC 360-2005 LRFD ________________________________________________

Member Design status

: :

3 (PL Cnx) OK

________________________________________________

Section information ________________________________________________________________________________________________________________________

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

bf d k k1 tf tw

= = = = = =

1.587 45.720 0.003 0.003 2.540 1.587

[cm] [cm] [cm] [cm] [cm] [cm]

Width Depth Distance k Distance k1 Flange thickness Web thickness

Properties --------------------------------------------------------------------------------------------------------Section properties Unit Gross area of the section. (Ag) [cm2] Moment of Inertia (local axes) (I) [cm4] Moment of Inertia (principal axes) (I') [cm4] Bending constant for moments (principal axis) (J') [cm] Radius of gyration (local axes) (r) [cm] Radius of gyration (principal axes) (r') [cm] Saint-Venant torsion constant. (J) [cm4] Section warping constant. (Cw) [cm6] Distance from centroid to shear center (principal axis) (xo,yo) [cm] Top elastic section modulus of the section (local axis) (Ssup) [cm3] Bottom elastic section modulus of the section (local axis) (Sinf) [cm3] Top elastic section modulus of the section (principal axis) (S'sup) [cm3] Bottom elastic section modulus of the section (principal axis) (S'inf) [cm3] Plastic section modulus (local axis) (Z) [cm3] Plastic section modulus (principal axis) (Z') [cm3] Polar radius of gyration. (ro) [cm] Area for shear (Aw) [cm2] Torsional constant. (C) [cm3]

Major axis 76.613 14414.179 14414.179 0.000 13.717 13.717 74.927 8948.098 0.000 630.542 630.542 630.542 630.542 914.091 914.091 13.724 8.064 29.499

Minor axis 16.090 16.090 0.000 0.458 0.458

0.000 20.270 20.270 20.270 20.270 3.201 3.201 68.548

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 Tension field action Continuous flexural torsional restraint Effective length factor value type Major axis frame type Minor axis frame type

No No No None Sway Sway

DESIGN CHECKS AXIAL TENSION DESIGN Axial tension Ratio Capacity Demand

: 0.00 :174518.80 [kg] : 0.00 [kg]

Reference Ctrl Eq.

: Eq. D2-1 : 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 Capacity Demand

: 0.02 :174450.10 [kg] : 3571.48 [kg]

Reference Ctrl Eq.

: Sec. E1 : 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 Capacity Demand

: 0.03 :122673.30 [kg] : 3571.48 [kg]

Reference Ctrl Eq.

: Sec. E1 : 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 Capacity Demand

: 0.34 : 20822.38 [kg*m] : -7116.28 [kg*m]

Reference Ctrl Eq.

: Sec. F1 : 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 Capacity Demand

: : :

0.28 72.91 [kg*m] -20.39 [kg*m]

Reference Ctrl Eq.

: Sec. F1 : 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 Capacity Demand

: 0.01 : 11022.24 [kg] : 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 Capacity Demand

: 0.09 :104098.90 [kg] : 9450.56 [kg]

Reference Ctrl Eq.

: Sec. G2.1(a) : 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 : .................................................................................................................................................................................. ________________________________________________


: :

1 (Mastil) OK

________________________________________________


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

D t

= =

91.440 0.792

[cm] [cm]

Diameter Thickness


Major axis 227.594 2.32E+05 2.32E+05 0.000 31.955 31.955 4.54E+05 2274.132 0.000 4984.790 4984.790 4984.790 4984.790 6545.109 6545.109 45.191 146.571 10164.087

Minor axis 2.32E+05 2.32E+05 0.000 31.955 31.955

0.000 4984.790 4984.790 4984.790 4984.790 6545.109 6545.109 146.571

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 Continuous flexural torsional restraint Effective length factor value type Major axis frame type Minor axis frame type

No No None Sway Sway


: 0.00 :504042.10 [kg] : 0.00 [kg]

Reference Ctrl Eq.

: Eq. D2-1 : C1d at 0.00%


: 0.03 :134858.60 [kg] : 3891.93 [kg]

Reference Ctrl Eq.

: Sec. E1 : C1d at 0.00%


: 0.03 :134858.60 [kg] : 3891.93 [kg]

Reference Ctrl Eq.

: Sec. E1 : 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 Capacity Demand

: 0.79 :127043.80 [kg*m] :-100624.90 [kg*m]

Reference Ctrl Eq.

: Sec. F1 : C1d at 0.00%


[kg*m]

144951.80

Sec. F1

Factored local buckling strength(Mn) [kg*m] 127043.80 Sec. F1 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------Bending about minor axis, M22 Ratio Capacity Demand

: 0.00 :127043.80 [kg*m] : 0.00 [kg*m]

Reference Ctrl Eq.

: Sec. F1 : C1d at 0.00%


[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 Capacity Demand

: 0.00 :151212.60 [kg] : 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 Capacity Demand

: 0.05 :151212.60 [kg] : 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 Capacity Demand

: 0.00 :135059.80 [kg*m] : 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 : .................................................................................................................................................................................. ________________________________________________


: :

12 (AR-01 Rfz) OK

________________________________________________


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

a k t

= = =

Properties

6.350 1.587 0.952

[cm] [cm] [cm]

Flange length Distance k Thickness

--------------------------------------------------------------------------------------------------------Section properties Unit Gross area of the section. (Ag) [cm2] Moment of Inertia (local axes) (I) [cm4] Moment of Inertia (principal axes) (I') [cm4] Bending constant for moments (principal axis) (J') [cm] Radius of gyration (local axes) (r) [cm] Radius of gyration (principal axes) (r') [cm] Saint-Venant torsion constant. (J) [cm4] Section warping constant. (Cw) [cm6] Distance from centroid to shear center (principal axis) (xo,yo) [cm] Top elastic section modulus of the section (local axis) (Ssup) [cm3] Bottom elastic section modulus of the section (local axis) (Sinf) [cm3] Top elastic section modulus of the section (principal axis) (S'sup) [cm3] Bottom elastic section modulus of the section (principal axis) (S'inf) [cm3] Plastic section modulus (local axis) (Z) [cm3] Plastic section modulus (principal axis) (Z') [cm3] Polar radius of gyration. (ro) [cm] Area for shear (Aw) [cm2] Torsional constant. (C) [cm3]

Major axis 11.161 40.458 64.266 0.000 1.904 2.400 3.467 9.721 -2.063 9.144 20.896 14.424 14.424 16.551 23.237 3.378 6.065 3.553

Minor axis 40.458 16.649 4.087 1.904 1.221

-0.028 9.144 20.896 6.840 6.840 16.387 11.619 6.065


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 Tension field action Continuous flexural torsional restraint Effective length factor value type Major axis frame type Minor axis frame type Single angle connected through width Planar element Consider eccentricity Shear load point of application

No No No None Sway Sway No No No Gravity center


: 0.00 : 25424.63 [kg] : 0.00 [kg]

Reference Ctrl Eq.

: Eq. D2-1 : C1d at 0.00%


: : :

0.00 0.00 [kg] 0.00 [kg]

Ctrl Eq.

: --

----------------------------------------------------------------------------------------------------------------------------------------------------------------------------Intermediate results Unit Value Reference ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------Section classification ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------Compression in the minor axis 22 Ratio Capacity Demand

: 0.86 : 11348.13 [kg] : 9704.07 [kg]

Reference Ctrl Eq.

: Sec. E1 : C1d at 0.00%


: : :

0.00 249.95 [kg*m] 0.00 [kg*m]

Reference Ctrl Eq.

: Sec. F1 : C1d at 0.00%


[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 Demand

: :

249.95 [kg*m] 0.00 [kg*m]

Reference Ctrl Eq.

: Sec. F1 : C1d at 0.00%


[kg*m]

233.72

Sec. F1


[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 Capacity Demand

: 0.00 : 8288.72 [kg] : 0.00 [kg]

Ctrl Eq.

: C1d at 0.00%


: 0.00 : 8288.72 [kg] : 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 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------________________________________________________


: :

18 (AR-01) OK

________________________________________________



a k t

= = =

6.350 1.113 0.476

[cm] [cm] [cm]


Properties --------------------------------------------------------------------------------------------------------Section properties Unit Gross area of the section. (Ag) [cm2] Moment of Inertia (local axes) (I) [cm4] Moment of Inertia (principal axes) (I') [cm4] Bending constant for moments (principal axis) (J') [cm] Radius of gyration (local axes) (r) [cm] Radius of gyration (principal axes) (r') [cm] Saint-Venant torsion constant. (J) [cm4]

Major axis 5.806 22.268 35.838 0.000 1.958 2.484 0.475

Minor axis 22.268 8.699 4.305 1.958 1.224

Section warping constant. (Cw) Distance from centroid to shear center (principal axis) (xo,yo) Top elastic section modulus of the section (local axis) (Ssup) Bottom elastic section modulus of the section (local axis) (Sinf) Top elastic section modulus of the section (principal axis) (S'sup) Bottom elastic section modulus of the section (principal axis) (S'inf) Plastic section modulus (local axis) (Z) Plastic section modulus (principal axis) (Z') Polar radius of gyration. (ro) Area for shear (Aw) Torsional constant. (C)

[cm6] [cm] [cm3] [cm3] [cm3] [cm3] [cm3] [cm3] [cm] [cm2] [cm3]

1.370 -2.157 4.834 12.858 8.084 8.084 8.669 12.580 3.505 3.032 0.924

-0.030 4.834 12.858 3.914 3.914 8.652 6.290 3.032





: 0.00 : 13226.68 [kg] : 0.00 [kg]

Reference Ctrl Eq.

: Eq. D2-1 : C1d at 0.00%


: : :

0.00 0.00 [kg] 0.00 [kg]

Ctrl Eq.

: --


: 0.92 : 3923.16 [kg] : 3623.82 [kg]

Reference Ctrl Eq.

: Sec. E1 : C1d at 0.00%


: : :

0.01 119.30 [kg*m] 1.36 [kg*m]

Reference Ctrl Eq.

: Sec. F1 : C1d at 50.00%


[kg*m]

276.23

Sec. F1


[kg*m]

209.80

Sec. F1


[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 Capacity Demand

: : :

0.01 133.73 [kg*m] -0.96 [kg*m]

Reference Ctrl Eq.

: Sec. F1 : C1d at 50.00%


[kg*m]

133.73

Sec. F1


[kg*m]

165.18

Sec. F1


: 0.00 : 4144.36 [kg] : 1.82 [kg]

Ctrl Eq.

: C1d at 0.00%


: 0.00 : 4144.36 [kg] : 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 .................................................................................................................................................................................. ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------Intermediate results Unit Value Reference --------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------Combined flexure and axial compression about local axis .................................................................................................................................................................................. Ratio : 0.93 Ctrl Eq. : C1d at 50.00% Reference : Eq. H1-1a .................................................................................................................................................................................. ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------Intermediate results Unit Value Reference --------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------Combined flexure and axial tension about local axis

.................................................................................................................................................................................. Ratio : 0.01 Ctrl Eq. : C1d at 50.00% Reference : Eq. H1-1b .................................................................................................................................................................................. ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------Intermediate results Unit Value Reference --------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------Combined torsion and shear stresses .................................................................................................................................................................................. Ratio : 0.02 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 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------________________________________________________


: :

37 (AR-02) OK

________________________________________________



a k t

= = =

6.350 1.113 0.476

[cm] [cm] [cm]


Properties --------------------------------------------------------------------------------------------------------Section properties Unit Gross area of the section. (Ag) [cm2] Moment of Inertia (local axes) (I) [cm4] Moment of Inertia (principal axes) (I') [cm4] Bending constant for moments (principal axis) (J') [cm] Radius of gyration (local axes) (r) [cm] Radius of gyration (principal axes) (r') [cm] Saint-Venant torsion constant. (J) [cm4] Section warping constant. (Cw) [cm6] Distance from centroid to shear center (principal axis) (xo,yo) [cm] Top elastic section modulus of the section (local axis) (Ssup) [cm3] Bottom elastic section modulus of the section (local axis) (Sinf) [cm3] Top elastic section modulus of the section (principal axis) (S'sup) [cm3] Bottom elastic section modulus of the section (principal axis) (S'inf) [cm3] Plastic section modulus (local axis) (Z) [cm3] Plastic section modulus (principal axis) (Z') [cm3] Polar radius of gyration. (ro) [cm] Area for shear (Aw) [cm2]

Major axis 5.806 22.268 35.838 0.000 1.958 2.484 0.475 1.370 -2.157 4.834 12.858 8.084 8.084 8.669 12.580 3.505 3.032

Minor axis 22.268 8.699 4.305 1.958 1.224

-0.030 4.834 12.858 3.914 3.914 8.652 6.290 3.032

Torsional constant. (C)

[cm3]

0.924





: 0.00 : 13226.68 [kg] : 0.00 [kg]

Reference Ctrl Eq.

: Eq. D2-1 : 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 Capacity Demand

: : :

0.00 0.00 [kg] 0.00 [kg]

Ctrl Eq.

: --


: 0.21 : 3923.16 [kg] : 833.91 [kg]

Reference Ctrl Eq.

: Sec. E1 : C1d at 0.00%


: : :

0.01 119.30 [kg*m] 1.36 [kg*m]

Reference Ctrl Eq.

: Sec. F1 : C1d at 50.00%


[kg*m]

276.23

Sec. F1


[kg*m]

209.80

Sec. F1


[kg*m]

165.18

Sec. F1


: : :

0.01 133.73 [kg*m] -0.96 [kg*m]

Reference Ctrl Eq.

: Sec. F1 : C1d at 50.00%


[kg*m]

133.73

Sec. F1


[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 Capacity

: 0.00 : 4144.36 [kg]

Demand

:

1.82 [kg]

Ctrl Eq.

: C1d at 0.00%


: 0.00 : 4144.36 [kg] : 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 : 0.22 Ctrl Eq. : C1d at 50.00% Reference : Eq. H1-1a .................................................................................................................................................................................. ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------Intermediate results Unit Value Reference ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------Interaction of flexure and axial force -0.22 Eq. H1-1a ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------Combined flexure and axial tension .................................................................................................................................................................................. Ratio : 0.01 Ctrl Eq. : C1d at 50.00% Reference : Eq. H1-1b .................................................................................................................................................................................. ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------Intermediate results Unit Value Reference --------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------Combined flexure and axial compression about local axis .................................................................................................................................................................................. Ratio : 0.22 Ctrl Eq. : C1d at 50.00% Reference : Eq. H1-1a .................................................................................................................................................................................. ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------Intermediate results Unit Value Reference --------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------Combined flexure and axial tension about local axis .................................................................................................................................................................................. Ratio : 0.01 Ctrl Eq. : C1d at 50.00% Reference : Eq. H1-1b .................................................................................................................................................................................. ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------Intermediate results Unit Value Reference ---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

Combined torsion and shear stresses .................................................................................................................................................................................. Ratio : 0.02 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 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------________________________________________________


: :

192 (Pantalla) With warnings

________________________________________________

DESIGN WARNINGS - The slenderness ratio KL/r about minor axis of the member in compression should not exceed 200



a k t

= = =

6.350 1.113 0.476

[cm] [cm] [cm]



Major axis 5.806 22.268 35.838 0.000 1.958 2.484 0.475 1.370 -2.157 4.834 12.858 8.084 8.084 8.669 12.580 3.505 3.032 0.924

Material : A36 Properties

Unit

Value

Minor axis 22.268 8.699 4.305 1.958 1.224

-0.030 4.834 12.858 3.914 3.914 8.652 6.290 3.032

------------------------------------------------------------------------------------------------------------------------------------------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 -------------------------------------------------------------------------------------------------------------------------------------------




: 0.00 : 13226.68 [kg] : 0.00 [kg]

Reference Ctrl Eq.

: Eq. D2-1 : C1d at 0.00%


: : :

0.00 0.00 [kg] 0.00 [kg]

Ctrl Eq.

: --


: 0.11 : 1826.57 [kg] : 194.23 [kg]

Reference Ctrl Eq.

: Sec. E1 : C1d at 100.00%


: : :

0.43 169.21 [kg*m] 73.18 [kg*m]

Reference Ctrl Eq.

: Sec. F1 : C1d at 50.00%


[kg*m]

276.23

Sec. F1


[kg*m]

169.21

Sec. F1


[kg*m]

165.18

Sec. F1


: : :

0.62 110.66 [kg*m] 68.40 [kg*m]

Reference Ctrl Eq.

: Sec. F1 : C1d at 50.00%


[kg*m]

133.73

Sec. F1


[kg*m]

165.18

Sec. F1


: 0.01 : 4144.36 [kg] : -55.99 [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 Capacity Demand

: 0.02 : 4144.36 [kg] : -63.04 [kg]

Ctrl Eq.

: C1d at 100.00%

----------------------------------------------------------------------------------------------------------------------------------------------------------------------------Intermediate results Unit Value Reference ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------Factored shear capacity(Vn) [kg] 4144.36 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------COMBINED ACTIONS DESIGN Combined flexure and axial compression .................................................................................................................................................................................. Ratio : 0.66 Ctrl Eq. : C1d at 50.00% Reference : Eq. H1-1b .................................................................................................................................................................................. ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------Intermediate results Unit Value Reference ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------Interaction of flexure and axial force -0.66 Eq. H1-1b ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------Combined flexure and axial tension .................................................................................................................................................................................. Ratio : 0.61 Ctrl Eq. : C1d at 50.00% Reference : Eq. H1-1b .................................................................................................................................................................................. ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------Intermediate results Unit Value Reference --------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------Combined flexure and axial compression about local axis .................................................................................................................................................................................. Ratio : 0.98 Ctrl Eq. : C1d at 50.00% Reference : Eq. H1-1b .................................................................................................................................................................................. ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------Intermediate results Unit Value Reference --------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------Combined flexure and axial tension about local axis .................................................................................................................................................................................. Ratio : 0.93 Ctrl Eq. : C1d at 50.00% Reference : Eq. H1-1b .................................................................................................................................................................................. ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------Intermediate results Unit Value Reference --------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------Combined torsion and shear stresses .................................................................................................................................................................................. Ratio : 0.18 Ctrl Eq. : C1d at 100.00% Reference : Eq. H3-8

.................................................................................................................................................................................. ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------Intermediate results Unit Value Reference ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------Available shear stress for shear yielding(Fnv) [kg/cm2] 1366.76 Eq. H3-8 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------________________________________________________


: :

106 (Pantalla Rfz) With warnings

________________________________________________

DESIGN WARNINGS - The slenderness ratio KL/r about minor axis of the member in compression should not exceed 200



a k t

= = =

6.350 1.587 0.952

[cm] [cm] [cm]



Major axis 11.161 40.458 64.266 0.000 1.904 2.400 3.467 9.721 -2.063 9.144 20.896 14.424 14.424 16.551 23.237 3.378 6.065 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

Minor axis 40.458 16.649 4.087 1.904 1.221

-0.028 9.144 20.896 6.840 6.840 16.387 11.619 6.065

-------------------------------------------------------------------------------------------------------------------------------------------




: 0.00 : 25424.63 [kg] : 0.00 [kg]

Reference Ctrl Eq.

: Eq. D2-1 : C1d at 0.00%


: : :

0.00 0.00 [kg] 0.00 [kg]

Ctrl Eq.

: --

----------------------------------------------------------------------------------------------------------------------------------------------------------------------------Intermediate results Unit Value Reference ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------Section classification

----------------------------------------------------------------------------------------------------------------------------------------------------------------------------Compression in the minor axis 22 Ratio Capacity Demand

: 0.64 : 4369.79 [kg] : 2812.55 [kg]

Reference Ctrl Eq.

: Sec. E1 : C1d at 0.00%


: : :

0.03 249.95 [kg*m] 7.40 [kg*m]

Reference Ctrl Eq.

: Sec. F1 : C1d at 50.00%


[kg*m]

492.84

Sec. F1


[kg*m]

427.10

Sec. F1


[kg*m]

312.44

Sec. F1


: : :

0.02 233.72 [kg*m] -5.23 [kg*m]

Reference Ctrl Eq.

: Sec. F1 : C1d at 50.00%


[kg*m]

233.72

Sec. F1


[kg*m]

312.44

Sec. F1


: 0.00 : 8288.72 [kg] : -6.98 [kg]

Ctrl Eq.

: C1d at 100.00%

----------------------------------------------------------------------------------------------------------------------------------------------------------------------------Intermediate results Unit Value Reference ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------Factored shear capacity(Vn) [kg] 8288.72 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------Shear in minor axis 22

Ratio Capacity Demand

: 0.00 : 8288.72 [kg] : -6.98 [kg]

Ctrl Eq.

: C1d at 100.00%

----------------------------------------------------------------------------------------------------------------------------------------------------------------------------Intermediate results Unit Value Reference ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------Factored shear capacity(Vn) [kg] 8288.72 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------COMBINED ACTIONS DESIGN Combined flexure and axial compression .................................................................................................................................................................................. Ratio : 0.67 Ctrl Eq. : C1d at 50.00% Reference : Eq. H1-1a .................................................................................................................................................................................. ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------Intermediate results Unit Value Reference ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------Interaction of flexure and axial force -0.67 Eq. H1-1a ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------Combined flexure and axial tension .................................................................................................................................................................................. Ratio : 0.03 Ctrl Eq. : C1d at 50.00% Reference : Eq. H1-1b .................................................................................................................................................................................. ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------Intermediate results Unit Value Reference --------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------Combined flexure and axial compression about local axis .................................................................................................................................................................................. Ratio : 0.67 Ctrl Eq. : C1d at 50.00% Reference : Eq. H1-1a .................................................................................................................................................................................. ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------Intermediate results Unit Value Reference --------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------Combined flexure and axial tension about local axis .................................................................................................................................................................................. Ratio : 0.03 Ctrl Eq. : C1d at 50.00% Reference : Eq. H1-1b .................................................................................................................................................................................. ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------Intermediate results Unit Value Reference --------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------Combined torsion and shear stresses .................................................................................................................................................................................. Ratio : 0.00 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

----------------------------------------------------------------------------------------------------------------------------------------------------------------------------________________________________________________


: :

98 (Flauta) OK

________________________________________________


Section name: PIPE 12x0.375 (US) Dimensions ---------------------------------------------------------------------------------------------------------

D t

= =

32.385 0.886

[cm] [cm]

Diameter Thickness


Major axis 87.742 10905.262 10905.262 0.000 11.148 11.148 21768.901 133.698 0.000 671.870 671.870 671.870 671.870 879.985 879.985 15.711 56.993 1373.844

Minor axis 10905.262 10905.262 0.000 11.148 11.148

0.000 671.870 671.870 671.870 671.870 879.985 879.985 56.993

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] 3.00 Distance between member lateral bracing points ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------Length (Lb) [m]

Top Bottom ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------3.00 3.00 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------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) ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------3.00 3.00 3.00 1.0 1.0 1.0 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------Additional assumptions Continuous lateral torsional restraint Tension field action Continuous flexural torsional restraint Effective length factor value type Major axis frame type Minor axis frame type



: 0.00 :194318.00 [kg] : 0.00 [kg]

Reference Ctrl Eq.

: Eq. D2-1 : C1d at 0.00%


: 0.00 :187247.90 [kg] : 228.71 [kg]

Reference Ctrl Eq.

: Sec. E1 : C1d at 50.00%


: 0.00 :187247.90 [kg] : 228.71 [kg]

Reference Ctrl Eq.

: Sec. E1 : C1d at 50.00%

----------------------------------------------------------------------------------------------------------------------------------------------------------------------------Intermediate results Unit Value Reference ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------Section classification Factored flexural buckling strength(Pn22) [kg] 187247.90 Sec. E1 -----------------------------------------------------------------------------------------------------------------------------------------------------------------------------

FLEXURAL DESIGN Bending about major axis, M33 Ratio Capacity Demand

: 0.02 : 19488.66 [kg*m] : -416.66 [kg*m]

Reference Ctrl Eq.

: Sec. F1 : C1d at 100.00%

----------------------------------------------------------------------------------------------------------------------------------------------------------------------------Intermediate results Unit Value Reference ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------Section classification Factored yielding strength(Mn) [kg*m] 19488.66 Sec. F1 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------Bending about minor axis, M22 Ratio Capacity Demand

: 0.09 : 19488.66 [kg*m] : 1678.46 [kg*m]

Reference Ctrl Eq.

: Sec. F1 : C1d at 100.00%


: 0.01 : 58295.39 [kg] : -745.95 [kg]

Ctrl Eq.

: C1d at 0.00%


: 0.00 : 58295.39 [kg] : -263.59 [kg]

Ctrl Eq.

: C1d at 100.00%

----------------------------------------------------------------------------------------------------------------------------------------------------------------------------Intermediate results Unit Value Reference ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------Factored shear capacity(Vn) [kg] 58295.39 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------TORSION DESIGN Torsion Ratio Capacity Demand

: 0.09 : 18255.56 [kg*m] : 1650.30 [kg*m]

Ctrl Eq.

: C1d at 50.00%

----------------------------------------------------------------------------------------------------------------------------------------------------------------------------Intermediate results Unit Value Reference

----------------------------------------------------------------------------------------------------------------------------------------------------------------------------Factored torsion capacity(Tn) [kg*m] 18255.56 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------COMBINED ACTIONS DESIGN Combined flexure and axial compression .................................................................................................................................................................................. Ratio : 0.02 Ctrl Eq. : C1d at 100.00% Reference : Eq. H1-1b .................................................................................................................................................................................. ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------Intermediate results Unit Value Reference ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------Interaction for doubly symmetric members for in-plane bending -0.02 Eq. H1-1b Interaction for doubly symmetric members for out-of-plane bending -0.01 Eq. H1-2 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------Combined flexure and axial tension .................................................................................................................................................................................. Ratio : 0.11 Ctrl Eq. : C1d at 100.00% 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 : .................................................................................................................................................................................. ________________________________________________


: :

173 (Cnx AR) OK

________________________________________________


Section name: C 10X15.3 (US) Dimensions

---------------------------------------------------------------------------------------------------------

bf d tf tw

= = = =

6.604 25.400 1.107 0.610

[cm] [cm] [cm] [cm]

Width Depth Flange thickness Web thickness


Major axis 28.903 2801.237 2801.237 0.000 9.845 9.845 8.699 12218.380 -3.852 221.225 221.225 221.225 221.225 260.554 260.554 10.643 14.645 6.807

Minor axis 94.485 94.485 14.274 1.808 1.808

0.000 18.845 64.308 18.845 64.308 38.346 38.346 15.484


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 Tension field action Continuous flexural torsional restraint Effective length factor value type Major axis frame type Minor axis frame type



: 0.02 : 65839.50 [kg] : 1450.38 [kg]

Reference Ctrl Eq.

: Eq. D2-1 : C1d at 0.00%


: 0.00 : 65789.22 [kg] : 0.00 [kg]

Reference Ctrl Eq.

: Sec. E1 : C1d at 0.00%


: 0.00 : 64365.22 [kg] : 0.00 [kg]

Reference Ctrl Eq.

: Sec. E4 : C1d at 0.00%

----------------------------------------------------------------------------------------------------------------------------------------------------------------------------Intermediate results Unit Value Reference ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------Section classification Factored flexural buckling strength(Pn22)

[kg]

64365.22

Sec. E1

Factored torsional or flexural-torsional buckling strength(Pn11) [kg] 64365.22 Sec. E4 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------FLEXURAL DESIGN Bending about major axis, M33 Ratio Capacity Demand

: 0.71 : 5935.25 [kg*m] : 4193.54 [kg*m]

Reference Ctrl Eq.

: Sec. F1 : C1d at 0.00%

----------------------------------------------------------------------------------------------------------------------------------------------------------------------------Intermediate results Unit Value Reference

----------------------------------------------------------------------------------------------------------------------------------------------------------------------------Section classification Factored yielding strength(Mn) [kg*m] 5935.25 Sec. F1 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------Bending about minor axis, M22 Ratio Capacity Demand

: : :

0.00 686.85 [kg*m] -0.42 [kg*m]

Reference Ctrl Eq.

: Sec. F1 : C1d at 100.00%


: 0.00 : 20016.38 [kg] : 0.96 [kg]

Ctrl Eq.

: C1d at 93.75%


: 0.53 : 21162.70 [kg] :-11185.52 [kg]

Ctrl Eq.

: C1d at 0.00%

----------------------------------------------------------------------------------------------------------------------------------------------------------------------------Intermediate results Unit Value Reference ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------Factored shear capacity(Vn) [kg] 21162.70 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------COMBINED ACTIONS DESIGN Combined flexure and axial compression .................................................................................................................................................................................. Ratio : 0.71 Ctrl Eq. : C1d at 0.00% Reference : Eq. H1-1b .................................................................................................................................................................................. ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------Intermediate results Unit Value Reference ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------Interaction of flexure and axial force -0.71 Eq. H1-1b ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------Combined flexure and axial tension .................................................................................................................................................................................. Ratio : 0.72 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 : ..................................................................................................................................................................................



Steel Code Check ________________________________________________________________________________________________________________________ Report: Summary - Group by member Load conditions to be included in design : C1d=0.75CM+0.75Wz ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------Description Section Member Ctrl Eq. Ratio Status Reference ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------AR-01 L 2-1_2X2-1_2X3_16 4 C1d at 0.00% 0.09 OK Eq. D2-1 5 C1d at 50.00% 0.01 OK Eq. H1-1b 6 C1d at 0.00% 0.04 OK Sec. E1 7 C1d at 50.00% 0.01 OK Eq. H1-1b 9 C1d at 50.00% 0.54 OK Eq. H1-1a 10 C1d at 50.00% 0.16 OK Eq. H1-1b 11 C1d at 50.00% 0.16 OK Eq. H1-1b 13 C1d at 0.00% 0.74 OK Eq. H1-1a 14 C1d at 0.00% 0.74 OK Eq. H1-1a 15 C1d at 0.00% 0.00 OK Sec. E1 16 C1d at 46.88% 0.54 OK Eq. H1-1a 17 C1d at 100.00% 0.14 OK Eq. D2-1 18 C1d at 50.00% 0.93 OK Eq. H1-1a 19 C1d at 50.00% 0.22 OK Eq. H1-1a 20 C1d at 50.00% 0.65 OK Eq. H1-1a ----------------------------------------------------------------------------------------------AR-01 Rfz L 2-1_2X2-1_2X3_8 8 C1d at 50.00% 0.34 OK Eq. H1-1a 12 C1d at 0.00% 0.86 OK Eq. H1-1a ----------------------------------------------------------------------------------------------AR-02 L 2-1_2X2-1_2X3_16 23 C1d at 50.00% 0.01 OK Eq. H1-1b 24 C1d at 0.00% 0.01 OK Eq. H3-8 25 C1d at 0.00% 0.06 OK Sec. E1 26 C1d at 0.00% 0.06 OK Sec. E1 27 C1d at 50.00% 0.15 OK Eq. H1-1b 28 C1d at 50.00% 0.15 OK Eq. H1-1b 29 C1d at 50.00% 0.12 OK Eq. H1-1b 30 C1d at 50.00% 0.13 OK Eq. H1-1b 31 C1d at 0.00% 0.09 OK Sec. E1 32 C1d at 100.00% 0.03 OK Eq. D2-1 33 C1d at 0.00% 0.03 OK Sec. E1 34 C1d at 100.00% 0.02 OK Eq. D2-1 35 C1d at 0.00% 0.17 OK Sec. E1 36 C1d at 100.00% 0.05 OK Eq. D2-1 37 C1d at 50.00% 0.22 OK Eq. H1-1a 38 C1d at 50.00% 0.02 OK Eq. H1-1b 39 C1d at 50.00% 0.02 OK Eq. H1-1b 42 C1d at 0.00% 0.02 OK Sec. E1 43 C1d at 50.00% 0.01 OK Eq. H1-1b 44 C1d at 0.00% 0.05 OK Sec. E1 45 C1d at 50.00% 0.01 OK Eq. H1-1b 46 C1d at 50.00% 0.06 OK Eq. H1-1b 47 C1d at 50.00% 0.09 OK Eq. H1-1b 48 C1d at 50.00% 0.09 OK Eq. H1-1b 49 C1d at 50.00% 0.08 OK Eq. H1-1b 50 C1d at 100.00% 0.02 OK Eq. D2-1 51 C1d at 100.00% 0.05 OK Eq. D2-1 52 C1d at 100.00% 0.04 OK Eq. D2-1

53 54 55 56 57 58 61 62 63 64 65 66 67 68 69 70 71 72 73 74 75 76 77 80 81 82 83 84 85 86 87 88 89 90 91 92 93 94 95 96 Cnx AR

C 10X15.3

173 174 175 176 177 178 179 180 181 182

Flauta

PIPE 12x0.375

97 98 99 100

Mastil

Pipe 36x0.312

1

Pantalla

L 2-1_2X2-1_2X3_16

109 110 111 112 113 114 115 116 117

C1d at 100.00% 0.02 OK Eq. D2-1 C1d at 0.00% 0.05 OK Sec. E1 C1d at 46.88% 0.03 OK Eq. H1-1b C1d at 0.00% 0.03 OK Sec. E1 C1d at 50.00% 0.02 OK Eq. H1-1b C1d at 100.00% 0.03 OK Eq. D2-1 C1d at 50.00% 0.01 OK Eq. H1-1b C1d at 50.00% 0.01 OK Eq. H1-1b C1d at 0.00% 0.06 OK Sec. E1 C1d at 0.00% 0.06 OK Sec. E1 C1d at 50.00% 0.15 OK Eq. H1-1b C1d at 50.00% 0.15 OK Eq. H1-1b C1d at 50.00% 0.12 OK Eq. H1-1b C1d at 50.00% 0.13 OK Eq. H1-1b C1d at 0.00% 0.10 OK Sec. E1 C1d at 100.00% 0.03 OK Eq. D2-1 C1d at 0.00% 0.03 OK Sec. E1 C1d at 100.00% 0.02 OK Eq. D2-1 C1d at 0.00% 0.18 OK Sec. E1 C1d at 100.00% 0.06 OK Eq. D2-1 C1d at 50.00% 0.22 OK Eq. H1-1a C1d at 50.00% 0.02 OK Eq. H1-1b C1d at 50.00% 0.02 OK Eq. H1-1b C1d at 0.00% 0.02 OK Sec. E1 C1d at 50.00% 0.01 OK Eq. H1-1b C1d at 0.00% 0.05 OK Sec. E1 C1d at 50.00% 0.01 OK Eq. H1-1b C1d at 50.00% 0.06 OK Eq. H1-1b C1d at 50.00% 0.09 OK Eq. H1-1b C1d at 50.00% 0.09 OK Eq. H1-1b C1d at 50.00% 0.08 OK Eq. H1-1b C1d at 100.00% 0.02 OK Eq. D2-1 C1d at 100.00% 0.05 OK Eq. D2-1 C1d at 100.00% 0.04 OK Eq. D2-1 0.02 OK Eq. D2-1 C1d at 100.00% C1d at 0.00% 0.06 OK Sec. E1 C1d at 50.00% 0.04 OK Eq. H1-1b C1d at 0.00% 0.03 OK Sec. E1 C1d at 50.00% 0.02 OK Eq. H1-1b C1d at 100.00% 0.03 OK Eq. D2-1 ----------------------------------------------------------------------------------------------C1d at 0.00% 0.72 OK Eq. H1-1b C1d at 0.00% 0.07 OK Eq. H1-1b C1d at 0.00% 0.01 OK Eq. H1-1b C1d at 0.00% 0.07 OK Eq. H1-1b C1d at 0.00% 0.01 OK Eq. H1-1b C1d at 0.00% 0.66 OK Eq. H1-1b C1d at 100.00% 0.10 OK Eq. H1-1b C1d at 0.00% 0.02 OK Eq. H1-1b C1d at 0.00% 0.07 OK Eq. H1-1b C1d at 0.00% 0.02 OK Eq. H1-1b ----------------------------------------------------------------------------------------------C1d at 100.00% 0.03 OK Eq. H1-1b C1d at 100.00% 0.11 OK Eq. H1-1b C1d at 0.00% 0.11 OK Eq. H1-1b C1d at 0.00% 0.03 OK Eq. H1-1b ----------------------------------------------------------------------------------------------C1d at 0.00% 0.81 OK Eq. H1-1b ----------------------------------------------------------------------------------------------C1d at 50.00% 0.56 OK Eq. H1-1b C1d at 50.00% 0.73 With warnings Eq. H1-1a C1d at 50.00% 0.73 With warnings Eq. H1-1a C1d at 50.00% 0.56 OK Eq. H1-1b C1d at 50.00% 0.04 With warnings Eq. H1-1b C1d at 0.00% 0.13 With warnings Sec. E1 C1d at 0.00% 0.13 With warnings Sec. E1 C1d at 50.00% 0.04 With warnings Eq. H1-1b C1d at 50.00% 0.53 OK Eq. H1-1b

118 119 120 121 122 123 124 125 126 127 128 129 130 131 132 133 134 135 136 137 138 139 140 141 142 143 144 145 146 147 148 165 166 167 168 169 170 171 172 183 184 185 186 187 188 189 190 191 192 193 194 195 196 197 198 199 200 201 202 203 204 205 206 Pantalla Rfz

L 2-1_2X2-1_2X3_8

101 102 103 104

C1d at 50.00% 0.55 With warnings Eq. H1-1b C1d at 50.00% 0.55 With warnings Eq. H1-1b C1d at 50.00% 0.53 OK Eq. H1-1b C1d at 0.00% 0.18 With warnings Sec. E1 C1d at 50.00% 0.05 OK Eq. H1-1b C1d at 50.00% 0.05 OK Eq. H1-1b C1d at 0.00% 0.18 With warnings Sec. E1 C1d at 50.00% 0.52 OK Eq. H1-1b C1d at 50.00% 0.53 With warnings Eq. H1-1b C1d at 50.00% 0.53 With warnings Eq. H1-1b C1d at 50.00% 0.52 OK Eq. H1-1b C1d at 50.00% 0.04 OK Eq. H1-1b C1d at 50.00% 0.06 With warnings Eq. H1-1b C1d at 50.00% 0.06 With warnings Eq. H1-1b C1d at 50.00% 0.04 OK Eq. H1-1b C1d at 50.00% 0.30 OK Eq. H1-1b C1d at 50.00% 0.29 OK Eq. H1-1b C1d at 50.00% 0.29 OK Eq. H1-1b C1d at 50.00% 0.30 OK Eq. H1-1b C1d at 50.00% 0.05 OK Eq. H1-1b C1d at 50.00% 0.55 With warnings Eq. H1-1a C1d at 50.00% 0.55 With warnings Eq. H1-1a C1d at 50.00% 0.05 OK Eq. H1-1b C1d at 50.00% 0.85 With warnings Eq. H1-1a C1d at 50.00% 0.69 OK Eq. H1-1b C1d at 50.00% 0.69 With warnings Eq. H1-1b C1d at 50.00% 0.67 With warnings Eq. H1-1b C1d at 50.00% 0.75 OK Eq. H1-1b C1d at 50.00% 0.73 With warnings Eq. H1-1b C1d at 50.00% 0.71 With warnings Eq. H1-1b C1d at 50.00% 0.66 OK Eq. H1-1b C1d at 50.00% 0.05 OK Eq. H1-1b C1d at 50.00% 0.65 With warnings Eq. H1-1a C1d at 50.00% 0.04 OK Eq. H1-1b 0.39 With warnings Eq. H1-1a C1d at 50.00% C1d at 50.00% 0.26 With warnings Eq. H1-1a C1d at 50.00% 0.04 OK Eq. H1-1b C1d at 50.00% 0.05 OK Eq. H1-1b C1d at 50.00% 0.32 With warnings Eq. H1-1a C1d at 50.00% 0.48 With warnings Eq. H1-1a C1d at 0.00% 0.13 OK Eq. D2-1 C1d at 0.00% 0.13 OK Eq. D2-1 C1d at 50.00% 0.48 With warnings Eq. H1-1a C1d at 21.88% 0.72 With warnings Eq. H1-1a C1d at 50.00% 0.17 OK Eq. D2-1 C1d at 0.00% 0.16 OK Eq. D2-1 C1d at 21.88% 0.69 With warnings Eq. H1-1a C1d at 56.25% 0.74 OK Eq. H1-1b C1d at 50.00% 0.98 With warnings Eq. H1-1b C1d at 50.00% 0.90 With warnings Eq. H1-1b C1d at 100.00% 0.63 OK Eq. H1-1b C1d at 56.25% 0.76 With warnings Eq. H1-1b C1d at 50.00% 0.97 With warnings Eq. H1-1b C1d at 50.00% 0.86 OK Eq. H1-1b C1d at 100.00% 0.75 With warnings Eq. H1-1a C1d at 50.00% 0.38 With warnings Eq. H1-1a C1d at 50.00% 0.32 With warnings Eq. H1-1a C1d at 50.00% 0.05 OK Eq. H1-1b C1d at 50.00% 0.04 OK Eq. H1-1b C1d at 43.75% 0.26 With warnings Eq. H1-1a C1d at 43.75% 0.05 OK Eq. H1-1b C1d at 50.00% 0.64 With warnings Eq. H1-1a C1d at 50.00% 0.04 OK Eq. H1-1b ----------------------------------------------------------------------------------------------C1d at 50.00% 0.17 OK Eq. H1-1b C1d at 50.00% 0.16 OK Eq. H1-1b C1d at 50.00% 0.16 OK Eq. H1-1b C1d at 50.00% 0.17 OK Eq. H1-1b

105 106 107 108

C1d at 50.00% 0.04 OK Eq. H1-1b C1d at 50.00% 0.67 With warnings Eq. H1-1a C1d at 50.00% 0.67 With warnings Eq. H1-1a C1d at 50.00% 0.04 OK Eq. H1-1b ----------------------------------------------------------------------------------------------PL Cnx PL 20x5_8 2 C1d at 0.00% 0.41 OK Eq. H1-1b 3 C1d at 0.00% 0.62 OK Eq. H1-1b 21 C1d at 0.00% 0.11 OK Eq. H1-1b 22 C1d at 0.00% 0.44 OK Eq. H1-1b 40 C1d at 0.00% 0.03 OK Eq. H1-1b 41 C1d at 0.00% 0.05 OK Eq. H1-1b 59 C1d at 0.00% 0.11 OK Eq. H1-1b 60 C1d at 0.00% 0.19 OK Eq. H1-1b 78 C1d at 0.00% 0.03 OK Eq. H1-1b 79 C1d at 0.00% 0.06 OK Eq. H1-1b -------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

DISEÑO DE CIMENTACION EL DISEÑO DE CIMENTACION SE REALIZARA CUMPLIENDO CON EL REGLAMENTO DE LA LEY DE EDIFICACIONES DEL ESTADO DE BAJA CALIFORNIA. LA CIMENTACION CONSISTIRA EN UNA ZAPATA AISLADA RECTANGULAR. DE ACUERDO AL ESTUDIO DE MECANICA DE SUELOS QUE NOS FUE PROPORCIONADO LA CAPACIDAD DE CARGA ADMISIBLE DEL TERRENO EN EL CUAL SE DESPLANTARA EL ANUNCIO, ES > 15,000 Kg/m² A 2.50m DE PROFUNDIDAD.

POR SER LAS SOLICITACIONES ACTUANTES DE CARACTER ACCIDENTAL, LOS ESFUERZOS ADMISIBLES TANTO DE LOS MATERIALES COMO DEL TERRENO MISMO, SE PUEDEN INCREMENTAR EN UN 33 %. EN ESTE CASO AL ESTAR SUJETA LA CIMENTACION A UN MOMENTO 100 % DEBIDO A VIENTO, LA CAPACIDAD DE CARGA PARA DISEÑO SE CONSIDERARA UN 33% MAYOR A LA CAPACIDAD DE CARGA ANTES MENCIONADA.



Design Results Reinforced Concrete Footings

( ZA-01 )

________________________________________________________________________________________________________________________ GENERAL INFORMATION: Global status Design Code Footing type Column type

: : : :

OK ACI 318-2005 Spread Pedestal

Geometry

Length

:

6.00 [m]

Width Thickness Base depth Base area Footing volume

: : : : :

4.00 [m] 0.50 [m] 2.50 [m] 24.00 [m2] 12.00 [m3]

Pedestal length Pedestal width Pedestal height

: : :

130.00 [cm] 130.00 [cm] 200.00 [cm]

Pedestal location relative to footing g.c.

Materials Concrete, f'c Concrete type Concrete elasticity modulus Unit weight

: 210.92 [kg/cm2] : Normal : 219498.50 [kg/c... : 2399.84 [kg/m3]

Soil Modulus of subgrade reaction Unit weight (wet)

: 3150000.00 [kg/... : 1750.00 [kg/m3]

:

Centered

Steel, fy Epoxy coated Steel elasticity modulus

Footing reinforcement Free cover Maximum Rho/Rho balanced ratio Bottom reinforcement // to L (xx) Top reinforcement // to L (xx) Bottom reinforcement // to B (zz) Bottom reinforcement // to B (zz) Bottom reinforcement // to B (zz) Top reinforcement // to B (zz) Top reinforcement // to B (zz) Top reinforcement // to B (zz)

: : : : : : : : : :

8.00 [cm] 0.75 21-#8 @ 19.00cm 21-#5 @ 19.00cm 4-#6 @ 30.00cm (Zone 1) 14-#6 @ 30.00cm (Zone 2) 4-#6 @ 30.00cm (Zone 3) 4-#4 @ 30.00cm 14-#4 @ 30.00cm 4-#4 @ 30.00cm

Pedestal reinforcement Longitudinal Free cover Provided area Bars number // to x axis Bars number // to z axis

: : : : :

34 - #8 2.50 [cm] 173.29 [cm2] 10 9

Transverse Legs number // to x axis Legs number // to z axis

: : :

#6 @ 40.00cm 5 5

: 4218.40 [kg/cm2] : No : 2038891.00 [kg/...

Load conditions to be included in design Service loads: C1s : 0.75CM+0.75Wz Design strength loads: C1d : 0.75CM+0.75Wz U1d : 1.2CM+1.6Wz U2d : 0.9CM+1.6Wz Loads Condition Footing

Axial Mxx Mzz Vx Vz [kg] [kg*m] [kg*m] [kg] [kg] -----------------------------------------------------------------------------------------------------------------------------------------------CM 1 1 5189.24 0.00 0.00 0.00 0.00 Wz 1 1 0.00 0.00 -134166.60 -9667.49 0.00 ------------------------------------------------------------------------------------------------------------------------------------------------

RESULTS: Status

:

OK

Node

Soil.Foundation interaction Allowable stress Min. safety factor for sliding Min. safety factor for overturning

: : :

1.5E04 [kg/m2] 1.25 1.50

Controlling condition

:

C1s - 1

Condition qmean qmax max Area in compression Overturning FS Footing [kg/m2] [kg/m2] [cm] [m2] (%) FSx FSz slip ------------------------------------------------------------------------------------------------------------------------------------------------------------------------C1s - 1 4.45E03 8.9E03 0.282 19.90 83 1000.00 2.24 18.04 -------------------------------------------------------------------------------------------------------------------------------------------------------------------------

Bending Factor  Min rebar ratio

: :

0.90 0.00180

Development length Axis Pos.

ld lhd Dist1 Dist2 [cm] [cm] [cm] [cm] --------------------------------------------------------------------------------------------------------------------------zz Bot. 72.18 25.26 127.00 127.00 xx Bot. 124.23 34.79 227.00 227.00 zz Top 30.48 15.24 127.00 127.00 xx Top 88.32 23.78 227.00 227.00 --------------------------------------------------------------------------------------------------------------------------Condition Mu *Mn Asreq Asprov Asreq/Asprov Mu/(*Mn) Footing [kg*m] [kg*m] [cm2] [cm2] ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

Axis Pos.

zz

Top

U1d - 1

-62292.71

-63735.70

41.02

42.00

0.977

0.977

zz

Bot.

U2d - 1

137594.40

152715.60

95.58

107.03

0.893

0.901

xx

Top

C1d - 1

0.00

0.00

0.00

28.39

0.000

0.000

xx Bot. U1d - 1 1418.61 88398.11 54.00 62.45 0.865 0.016 ---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------Shear Factor  Shear area (plane zz) Shear area (plane xx)

: : :

0.75 1.63 [m2] 2.31 [m2]

Condition Vu Vc Vu/(*Vn) Footing [kg] [kg] ---------------------------------------------------------------------------------------------------------------------------

Plane

xy

U1d - 1

1502.17

177944.00

0.011

yz U2d - 1 73318.63 125476.10 0.779 ---------------------------------------------------------------------------------------------------------------------------

Punching shear Perimeter of critical section (b... Punching shear area

: :

6.78 [m] 2.69 [m2]

Condition Vu Vc Vu/(*Vn) Footing [kg] [kg] ---------------------------------------------------------------------------------------------------------------------------

Column

column 1 U2d - 1 16840.03 414048.60 0.054 ---------------------------------------------------------------------------------------------------------------------------

Pedestal design Reinforcement: Pedestal Asreq Asprov Asreq/Asprov [cm2] [cm2] ------------------------------------------------------------------------------1 169.00 173.29 0.98 ------------------------------------------------------------------------------Biaxial bending: Condition Muxx Muzz *Mnxx *Mnzz Mc/(*Mn) Footing [kg*m] [kg*m] [kg*m] [kg*m] --------------------------------------------------------------------------------------------------------------------------------------------------------

Pedestal

1 U2d - 1 0.00 -245602.50 0.00 -386566.30 0.64 -------------------------------------------------------------------------------------------------------------------------------------------------------Axial: Condition Pu *Pn Pu/(*Pn) Footing [kg] [kg] ------------------------------------------------------------------------------------------------------------------Pedestal

1 U1d - 1 -6227.09 -1939496.00 0.00 ------------------------------------------------------------------------------------------------------------------Shear: Pedestal 1: S provided S required

: :

40.00 [cm] 40.64 [cm]

Vu Vc Vs *Vn Vu/(*Vn) [kg] [kg] [kg] [kg] -------------------------------------------------------------------------------------------------------------------------------------------------------

Condition

Dir.

U2d

x

15467.99

127906.60

190848.00

239065.90

0.06

U2d z 0.00 127906.60 190848.00 239065.90 0.00 -------------------------------------------------------------------------------------------------------------------------------------------------------

Notes * Soil under the footing is considered elastic and homogeneous. A linear soil pressure variation is assumed. * The required flexural reinforcement considers at least the minimum reinforcement * The design bending moment is calculated at the critical sections located at the support faces * Only rectangular footings with uniform sections and rectangular columns are considered. * The nominal shear strength is calculated in critical sections located at a distance d from the support face * The punching shear strength is calculated in a perimetral section located at a distance d/2 from the support faces * Transverse reinforcement is not considered in footings * Values shown in red are not in compliance with a provision of the code *qprom = Mean compression pressure on soil. *qmax = Maximum compression pressure on soil. *max = maximum total settlement (considering an elastic soil modeled by the subgrade reaction modulus). * Mn = Nominal moment strength. * Mu/(*Mn) = Strength ratio. * Vn = Nominal shear or punchure force (for footings Vn=Vc). * Vu/(*Vn) = Shear or punching shear strength ratio.

A N C – Alejandro Nájar Calderón I.C. Units system: Metric



RAM BasePlate V1.5 Espectacular Ensenada Placa base PB-01

Alejandro Nájar Calderón I.C. Diseño Estructural, Supervisión y Consultoría

CRITERIA: Analysis Maintain Strain Compatibility Use min. effective plate area for axial only compression load on plate. Design Use ASD 9th to check plate bending Max concrete bearing per AISC J9. Anchor Shear Check Per AISC Specifications. Anchor Tension Check Per AISC Specifications. INPUT DATA: Column Column Size............................. PIPE36.00X0.375 Dim: TW Depth (mm) 9.525 914.40 Base Plate Plate Fy (kg/cm2)....................... 3515.400 N (Parallel to Web) (mm)................ 1219.200 B (Perpendicular to Web) (mm)........... 1219.200 Plate Thickness (mm).................... 28.575 Anchor Anchor Size............................. 1 1/4" Anchor Area (cm^2)...................... 7.916 Anchor Material......................... A325-120 Anchor Modulus (kg/cm2).................2038934.84 Anchor Strength Fu (kg/cm2)............. 8436.97 Thread Included in Shear Plane Footing Footing Strength f'c (kg/cm2)........... 250.00 Concrete Modulus (kg/cm2).............. 238972.28 Dimension (Parallel to web) (m) ........ 1.30 Dimension (Perpendicular to web) (m) ... 1.30 Design Load Building Code: - None Load combination: Single Load Case Axial (kgf)........................... 5189.30 Vx (kgf).............................. 9667.50 Mx (kg.m) ........................... 134166.58 Allowable Stress Increase Factor ..... 1.33 RESULTS: Analysis YBar (mm) ......................................... 270.95 Resultant Angle (°)................................ 0.00 Plate Bending Max bending moment from concrete compression Allowable Stress Increase Factor .................... 1.33 m [N-0.80d]/2.0 (mm)................................. 243.840 n [B-0.80b]/2.0 (mm)................................. 243.840 Controlling effective width to resist moment (mm) ...1219.200 Controlling plate bending moment (kg.m) ...........22568.63 fb (kg/cm2) ......................................... 3400.61 Fb (kg/cm2) ......................................... 3506.61 fb/Fb ............................................... 0.97 Thickness Required (mm).............................. 56.280

Page 1

RAM BasePlate V1.5 Espectacular Ensenada Placa base PB-01

Detailed Design Results 3/14/12 13:30

Thickness controlled by cantilever action. Anchors Anchor X(cm) Y(cm) V(kgf ) T(kgf ) Interaction 1 0.00 53.34 604.22 7508.54 0.23 2 0.00 -53.34 604.22 7508.54 0.23 3 -26.67 53.34 604.22 13421.88 0.41 4 -26.67 -53.34 604.22 13421.88 0.41 5 26.67 53.34 604.22 1595.20 0.05 6 26.67 -53.34 604.22 1595.20 0.05 7 -53.34 53.34 604.22 19335.22 0.59 8 -53.34 -53.34 604.22 19335.22 0.59 9 53.34 53.34 604.22 0.00 0.04 10 53.34 -53.34 604.22 0.00 0.04 11 53.34 0.00 604.22 0.00 0.04 12 -53.34 0.00 604.22 19335.22 0.59 13 53.34 -26.67 604.22 0.00 0.04 14 -53.34 -26.67 604.22 19335.22 0.59 15 53.34 26.67 604.22 0.00 0.04 16 -53.34 26.67 604.22 19335.22 0.59 Bearing Eff Area of Support A2 (cm^2)........................16900.00 Plate Area A1 (cm^2).................................14864.49 Sqrt(A2/A1).......................................... 1.07 Allowable Bearing Pressure (kg/cm2) ................. 124.09 Actual Bearing Stress (kg/cm2)....................... 88.95 DIAGRAM: 7

3

1

5

9

16

15

12

HSS36.000X0.375 11

14

13

8

4

2

6

10

# 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16

PL 1219.20 X 1219.20 X 57.15 16 - 1 1/4" A325 Anchor Bolts

Page 2

X(mm) 0.000 0.000 -266.700 -266.700 266.700 266.700 -533.400 -533.400 533.400 533.400 533.400 -533.400 533.400 -533.400 533.400 -533.400 (mm)

Y(mm) 533.400 -533.400 533.400 -533.400 533.400 -533.400 533.400 -533.400 533.400 -533.400 0.000 0.000 -266.700 -266.700 266.700 266.700

ESPECIFICACIONES RESISTENCIA DE LOS MATERIALES. CONCRETO: CONCRETO EN CIMENTACION - - - - - - - - - - - - - - - - - f’c = 250 Kg/cm² ACERO DE REFUERZO: Vr. # 3, # 5, # 6 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - Fy = 4218 Kg/cm² ACERO ESTRUCTURAL: PERFIL TUBO REDONDO (A53 Gr. B) - - - - - - - - - - - - Fy = 2461 Kg/cm² PERFIL ANGULOS Y ANCLAS (A36) - - - - - - - - - - - - - Fy = 2531 Kg/cm² PLACAS BASE Y DE CONEXION (A572 Gr. 50) - - - - - Fy = 3515 Kg/cm² TORNILLOS (A325) - - - - - - - - - - - - - - - - - - - - - - - - - - Fy = 6470 Kg/cm² SOLDADURAS: LA SOLDADURA SERA DE PENETRACION COMPLETA Y CON ELECTRODOS DE E-7024, E-7018 Y E-6011. LAS SUPERFICIES A SOLDAR ESTARAN LIBRES DE POLVO, MELLADURAS Y COSTURAS. RECUBRIMIENTOS: INFERIOR EN ZAPATA DE CIMENTACION - - - - - - - - - - - - - - - - - - 7 cm LATERAL EN DADO DE CIMENTACION - - - - - - - - - - - - - - - - - - - - 5 cm ESPECIFICACIONES GENERALES PARA ACERO DE REFUERZO. 1.- TODO EL ACERO DEBERA DE DOBLARSE EN FRIO. 2.- ANTES DEL COLADO EL ACERO DE REFUERZO DEBERA ESTAR LIBRE DE MOHO, COSTRAS, PINTURA Y/O DE CUALQUIER OTRO MATERIAL EXTRAÑO QUE AFECTE LA ADHERENCIA ENTRE EL CONCRETO Y EL ACERO.

ANEXOS

2012.03.10 Memoria Espectacular ENS

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