4544-cal-cei-019-050-0001

COMPLEJO PROCESADOR DE GAS NUEVO PEMEX

Doc. No.

4544-CAL-CEI-019-050-0001

MC-F-003 Rev. 0

MEMORIA DE CALCULO: SOPORTE

TIPO RACK DE TUBERIAS

Fecha: 24/06/15 Hoja.

3 De: 102

GAS Y PETROQUIMICA BASICA R

MEMORIA DE CLCULO SOPORTE TIPO RACK DE TUBERIAS

MC-F-003

4544-CAL-CEI-019-050-0001

COMPLEJO DE PROCESADO DE GAS NUEVO PEMEX, TABASCO.

ELABORO: REVISO: APROBO: ING. JUAN JOSE GUTIERREZ VIDAL ING. RUBEN C. AYALA SANCHEZ ING. ROGELIO LOPEZ GARCIA CED. PROF.: 3401748 CED. PROF.: 0553699 CED. PROF.: 1686015

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Rev. 0 HOJA: 4 DE 102

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DESCRIPCION PAG. PORTADAS 1 INDICE 4 1.0. INTRODUCCION. . 5 2.0. ALCANCE. . 6 3.0. DESCRIPCION DEL PROYECTO. .. 6 4.0. ESTUDIO DE MECANICA DE SUELOS. .. 7

4.1. CAPACIDAD DE CARGA ADMISIBLE DEL SUELO. 7 5.0. CONSIDERACIONES DE ANALISIS Y DISEO. 8

5.1. ESPECIFICACIONES DE LOS MATERIALES. 9 5.2. ANALISIS DE CARGAS APLICADAS AL MODELO ESTRUCTURAL. . 10

6.0. TOPOLOGIA DEL MODELO ESTRUCTURAL. . 15 6.1. ENTRADA DE DATOS AL SOFTWARE STAAD.PRO V8I .. 15 6.2. CARGAS Y COMBINACIONES DE CARGAS. 22

6.2.1. CARGAS BASICAS. ..... 22 6.2.2. COMBINACIONES DE CARGAS. 27

7.0. RESULTADOS DEL ANALISIS ESTRUCTURAL. 29 7.1. REVISON POR ESTADO LIMITE DE SERVIIO (DESPLAZAMIENTOS). 29 7.2. REACCIONES EN LOS APOYOS. . 32 7.3. DISEO DE LA COLUMNA C-1. . 33 7.4. DISEO DE LA COLUMNA C.2. . 38 7.5. DISEO DE TRABE T-1. .. 45 7.6. DISEO DE TRABE 7.2. .. 54 7.7. DISEO DE CIMENTACION (ZAPATA AISLADA Y CANDELERO). . 72 7.7.1. DETERMINACION DE ANCHO DE ZAPATA. . 72 7.8. DISEO DE CONTRATRABE CT-1. . 81 7.9. DISEO DE CONTRATRABE CT-2. . 91 8.0. CONCLUSIONES. 96 9.0. REFERENCIAS. 96 10.0. ANEXOS. 97 10.1. ANEXO DETALLES ESTRUCTURALES. 97 10.2. ANEXO CEDULA PROFESIONAL. 102

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1.0.- INTRODUCCION. Dentro de las necesidades de Pemex gas y petroqumica bsica, se requiere de la ingeniera, procura, construccin, pruebas y puesta en servicio (llave en mano) de una estacin de regulacin y medicin para gas combustible dentro de las instalaciones del CPG Nuevo Pemex destinado al proyecto de la central de cogeneracin A3T ubicado en Villahermosa, Tabasco. Dentro de la ingeniera necesaria para el proyecto, considerando lo indicado en las bases de usuario, es necesario realizar el Anlisis y Diseo Estructural del Soporte Tipo Rack de Tuberas, para dos lneas de tuberas una de 24" y otra de 30 , con un claros entre prticos de 6.0 y 7.0 m. y un ancho de 3.50 m.

rea proyectada para el Soporte Tipo Rack de Tuberas.

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2.0.- ALCANCE.

La presente memoria tiene como finalidad mostrar los criterios ms importantes que se consideraron en el anlisis y diseo estructural del Rack de Tuberas ubicada dentro del Complejo Procesador de Gas Nuevo Pemex, en el rea destinada para La Estacin de Regulacin y Medicin de Gas Combustible. La cual tendr como uso el alojamiento de dos lneas de tuberas una de 24" y otra de 30 , con un claros entre prticos de 6.0 y 7.0 m. y un ancho de 3.50 m. Esta memoria muestra la forma en que se ejecut el modelo idealizado para el dimensionamiento y procedimiento final de diseo, con el fin de que proporcione estabilidad, seguridad y funcionalidad en condiciones de servicio normal y ante las posibles acciones accidentales que se puedan presentar durante la vida til de la estructura.

3.0.- DESCRIPCIN DEL PROYECTO

El diseo estructural del Rack de tuberas, constar de los siguientes elementos estructurales; Cimentacin tipo dado candelero, columnas, trabes de carga y vigas de liga, tal y como se indicara en los croquis de armado y en los planos estructurales, todo lo anterior representa un rea de construccin de 250 m2 aproximados. LOCALIZACION GEOGRAFICA DEL AREA DE PROYECTO.

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4.0.- ESTUDIO DE MECANICA DE SUELOS. Debido a la importancia de la obra a construir, se realiz un estudio de geotecnia previo al anlisis y diseo Soporte Tipo Rack de Tuberas. La informacin relacionada al Estudio de Mecnica de Suelos, esta referenciada al Documento con N de Folio 722 Y con N 4544-CAL-CEI-019-004-0001 con Rev. 1. El estudio de Mecnica de Suelos tiene por objeto definir las caractersticas estratigrficas del sitio, conocer las condiciones de presin del agua del subsuelo y determinar las propiedades mecnicas de los suelos que nos permitan proporcionar las recomendaciones de cimentacin ms adecuadas para la construccin de las estructuras del proyecto de acuerdo a los lineamientos de la norma tcnica NRF-159-PEMEX-2013. De acuerdo a los 3 sondeos realizados en rea de proyecto, los ensayos y/o pruebas realizados se determin que el material encontrado fue de clasificacin B siendo: Material tipo B: Material que por su dificultad de extraccin solo puede ser excavado eficientemente por medios mecnicos sin el uso de explosivos. 4.1.- CAPACIDAD DE CARGA ADMISIBLE DEL SUELO. Tabla 8. Capacidad de carga para Zapatas Corridas y/o Aisladas.

Sondeo

Profundidad dedesplante

(m)

Capacidad de cargaadmisible

(t / m2)

SPT-1 1.00 22.3

1.50 22.5

2.00 25.9

SPT-2 1.00 25.6

1.50 25.7

2.00 25.9

SPT-3 1.00 25.6

1.50 25.7

2.00 25.9 De donde SPT-1, SPT-2 Y SPT-3 indican los sondeos realizados en el rea destinada para el proyecto. Para la cimentacin de la estructura analizada se propone una cimentacin tipo dado candelero desplantado a una profundidad de 1.85 m. sobre el nivel de cota de referencia.

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5.0.- CONSIDERACIONES DE ANALISIS Y DISEO. El predio donde se construir la estructura se encuentra en una zona de lomeros ligeros con pendientes no mayores del 4%, formando valles de fondo plano, y debido a las pequeas dimensiones de la estructura y el destino para el cual es empleado se contemplar solo anlisis por cargas gravitacionales, anlisis ssmico y anlisis por viento. Para el anlisis y pre diseo de la estructura se utiliz el software estructural STAAD.Pro V8i el cual dio como resultado el anlisis y diseo en base al cdigo de diseo ACI 318-05, adecuando la estructura en un modelo tridimensional, posteriormente con los valores obtenidos por el anlisis se realizar revisiones a aquellos elementos que lo ameriten. Para el anlisis ssmico se emplearan los factores de acuerdo al Manual de Diseo de Obras Civiles, Diseo por Sismo CFE-2008.

Vista en planta del modelo analtico Soporte tipo Rack de Tuberas.

Vista en alzado del modelo analtico Soporte tipo Rack de Tuberas.

1 2 3 4 5 6 7 8 9

N.P.T. 0.00

N.D.C. -1.85

N.T.C. +4.50

N.T.C. +8.70

N.T.C. +6.60

1 2 3 4 5 6 7 8 9

A

B

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5.1.- ESPECIFICACIONES DE LOS MATERIALES. De acuerdo a las Normas de Referencia de Pemex NRF-138-PEMEX-2012 DISEO DE ESTRUCTURAS DE CONCRETO TERRESTRES NRF-159-PEMEX-2013 CIMENTACIN DE ESTRUCTURAS Y EQUIPO Se emplearan los siguientes materiales. CONCRETO: Se emplear concreto con una resistencia fc igual o mayor que 100 kg/cm2 para plantillas. Se utilizar concreto con una resistencia a la compresin fc igual o mayor que 250 kg/cm2 para los siguientes elementos estructurales; Trabes de carga, Trabes de liga y columnas. Se utilizar concreto con una resistencia a la compresin fc igual o mayor que 300 kg/cm2 para la Cimentacin, la cual ser a base de dados tipo candeleros, y todas deben de cumplir con lo especificado en las normas NMX-C-155-ONNCCE-2004, NMX-C-403-ONNCCE-1999. En la fabricacin del concreto, se debe emplear cemento portland de acuerdo a lo indicado en la NMX-C-414-ONNCCE-2010, que cumpla con la finalidad y caractersticas de la cimentacin y el ambiente de la zona. Los agregados deben de cumplir con lo indicado en las Normas NMX-C-111-ONNCCE-2004 y NMX-C-299-ONNCCE-2010. El agua a utilizar para la elaboracin del concreto debe de estar limpia y cumplir con los requisitos de la norma NMX-C-122-ONNCCE-2004. ACERO DE REFUERZO: El acero de refuerzo debe de consistir de varillas corrugadas con resistencia a la fluencia Fy no menor de 4200 kg/cm2 de acuerdo con las Norma NMX-C-407-ONNCCE-2001. El acero estructural debe tener una resistencia a la fluencia Fy no menor de 2530 kg/cm2 y que cumpla con la norma NMX-B-254-CANACERO-2008.

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5.2.- ANALISIS DE CARGAS APLICADAS AL MODELO ESTRUCTURAL. El Soporte de Tuberas ser diseado para soportar las dos lneas proyectadas y para ampliaciones futuras se

consideran acciones permanentes de 400kg/m2 por cama en soportes de tuberas (8.2.8.2) NRF-139-PEMEX-2012. Camp = Camp * Atramo /1m = (400 kg/m2*0.30m/1m) 120.00 kg/m.

Para el diseo final del Rack se tomaran en cuenta todas las condiciones a las que estar sometido en condiciones

futuras, adems condiciones de operacin, sismo y viento. A continuacin se presentan los escenarios para la revisin del anlisis esttico del rack las cuales corresponden con la norma NRF-139-PEMEX-2012.

Anlisis en sitio bajo cargas gravitacionales, en esta condicin se revisa el peso propio de la estructura del rack con

las cargas de operacin de las tuberas, las cuales se han obtenido del anlisis de esfuerzos realizado a la lnea de 24 dimetro.

Para las acciones permanentes (8.2.2.2) NRF-139-PEMEX-2012. se considera los siguientes casos:

Carga muerta peso propio de la estructura con el comando Selfweight -1 del programa Staad Pro v8i

(8.2.2.2 inciso a). Cargas de operacin de tuberas que incluye el peso de los fluidos contenidas en la tuberas de

considerando la tubera de 24 std (8.2.2.2 inciso b) de la norma de referencia NRF-139-PEMEX-2012.

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La figura anterior muestra el peso de la tubera llena con agua. (Acotacin en mm).

Pt = 415.24 kg/m Co = Pt* Ltramo = (415.24kg/m*7.00m)= 2906.68 kg Peso de la tuberia con liquido

Cargas por friccin longitudinal de las tuberas en las camas del soporte las cual no deben de ser menor al 10%

del peso de las en operacin de la tubera de 24 de dimetro std (8.2.2.2 inciso c) NRF-139-PEMEX-2012.:

Co* 10% = (2906.68kg*10%) = 290.668 kg carga por friccion. fx = 416.00kg > Cf = 290.668 kg Cf = fx = 416.00kg por lo tanto la fuerza de friccion fx es la rige (Ver Tab. 5.1)

Cargas por apoyos de tuberas 24 de dimetro std en las camas en consideracin de acuerdo al anlisis de

flexibilidades de las tuberas No. de documento (8.2.2.2 incisos d) NRF-139-PEMEX-2012.:

Tabla 5.1 Cargas por apoyos de tubera del anlisis de flexibilidad No. De Documento: 4544-CAL-CEI-019-010-0051

No. Apoyo Momentos mx (kg-cm) Momentos mz

(kg-cm) Fuerza Fy (kg)

Fuerza Fx (kg)

Fuerza Fz (kg)

1 337054 242709 2121 -108 -21 2 240464 -414027 2901 -108 -26 3 240464 -292773 -2869 -108 -26 4 -190077 473731 4470 -111 -35 5 -877672 388832 3713 117 -35 6 188405 473082 4471 -112 34 7 852675 492258 -4980 116 18 8 121445 566043 -4810 416 -63 9 852675 167665 1744 116 18 10 121445 164212 1706 416 -63 11 -85675 342559 2817 116 18 12 121445 259310 2436 116 -63 13 -852675 -332846 1262 116 18 14 210004 -183992 1838 416 -63 15 -1032922 88666 6002 116 18

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Planta de localizacin de apoyos del anlisis de flexibilidades.

Las acciones permanentes de las trabes de liga (8.2.2.2 inciso f) NRF-139-PEMEX-2012. o Co = 250kg/m para las trabes de liga que no apoyan tuberas. o Co = 1000 kg/m para trabes de liga que apoyan tuberas

Cargas vivas transitorias: se considera cargas vivas aquella que estarn actuando sobre la estructura, siendo para este caso por montaje de tubera de acuerdo a la NFR-139-PEMEX 2012 (8.2.2.3. inciso c) durante la construccin de 150kg/m2 y para cargas por golpe de ariete y de prueba hidrostticas el 30% de la tubera del 24 de dimetro std por cama.

o Cvm = 150 kg/m2

o Cvm = Cvm * Atramo /1m = (150 kg/m2*0.30m/1m) 45.00 kg/m o Cvgh = 30% * Co = (0.30% * 2906.68 kg) 872.004 kg

Acciones accidentales sismo NFR-139-PEMEX 2012 (8.2.2.4) Para el efecto de cargas ssmicas se han considerado el valor del coeficiente ssmico Cs = 0.3, tal como lo indica el estudio de mecnica de suelos realizado por el Laboratorio LICSA (folio no. 722), se ha empleado un Q de 2.

1 2 3 4 5 6 7 8 9

A

B

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Acciones accidentales viento NFR-139-PEMEX 2012 (8.2.2.4) Para el diseo por viento, se puede considerar una velocidad mxima regional de 160 km/h para un periodo de retorno de 200 aos, tal como lo indica el estudio de mecnica de suelos realizado por el Laboratorio LICSA (folio no. 722).

Fig. 5.1 Zona Elicas de la Republica Mexicana.

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6.0.- TOPOLOGIA DEL MODELO ESTRCUTURAL. 6.1.- ENTRADA DE DATOS AL SOFTWARE STAAD.PRO V8i STAAD SPACE START JOB INFORMATION ENGINEER DATE 12-Jun-15 JOB NAME RACKS DE TUBERIAS JOB CLIENT CEIMIC S.A. DE C.V. JOB NO 4544-PLN-CEI-019-050-0019 JOB REV 0 ENGINEER NAME L.A.H.L. CHECKER NAME J.G.V. APPROVED NAME J.G.V. END JOB INFORMATION INPUT WIDTH 79 UNIT METER KG JOINT COORDINATES 1 0 0 0; 2 0 0 3.5; 3 6 0 0; 4 6 0 3.5; 5 12 0 0; 6 12 0 3.5; 7 18.5 0 0; 8 18.5 0 3.5; 9 21 0 0; 10 21 0 3.5; 11 28 0 0; 12 28 0 3.5; 13 35 0 0; 14 35 0 3.5; 15 42 0 0; 16 42 0 3.5; 17 49 0 0; 18 49 0 3.5; 19 0 4.3 0; 20 0 4.3 3.5; 21 6 4.3 0; 22 6 4.3 3.5; 23 12 4.3 0; 24 12 4.3 3.5; 25 18.5 4.3 0; 26 18.5 4.3 3.5; 27 21 4.3 0; 28 21 4.3 3.5; 29 28 4.3 0; 30 28 4.3 3.5; 31 35 4.3 0; 32 35 4.3 3.5; 33 42 4.3 0; 34 42 4.3 3.5; 35 49 4.3 0; 36 49 4.3 3.5; 37 0 6.4 0; 38 0 6.4 3.5; 39 6 6.4 0; 40 6 6.4 3.5; 41 12 6.4 0; 42 12 6.4 3.5; 43 18.5 6.4 0; 44 18.5 6.4 3.5; 45 21 6.4 0; 46 21 6.4 3.5; 47 28 6.4 0; 48 28 6.4 3.5; 49 35 6.4 0; 50 35 6.4 3.5; 51 42 6.4 0; 52 42 6.4 3.5; 53 49 6.4 0; 54 49 6.4 3.5; 55 42 8.5 0; 56 42 8.5 3.5; 57 49 8.5 0; 58 49 8.5 3.5; MEMBER INCIDENCES 1 2 20; 2 1 19; 3 4 22; 4 3 21; 7 19 20; 8 21 22; 9 23 24; 10 25 26; 11 27 28; 12 29 30; 13 31 32; 14 33 34; 15 35 36; 16 37 38; 17 39 40; 18 41 42; 19 43 44; 20 45 46; 21 47 48; 22 49 50; 23 51 52; 24 53 54; 25 6 24; 26 5 23; 27 8 26; 28 7 25; 29 10 28; 30 9 27; 31 12 30; 32 11 29; 33 14 32; 34 13 31; 35 16 34; 36 15 33; 37 18 36; 38 17 35; 39 19 37; 40 20 38; 43 55 56; 44 57 58; 73 21 39; 74 22 40; 75 23 41; 76 24 42; 77 25 43; 78 26 44; 79 27 45; 80 28 46; 81 29 47; 82 30 48; 83 31 49; 84 32 50; 85 33 51; 86 34 52; 87 35 53; 88 36 54; 89 51 55; 90 52 56; 91 19 21; 92 20 22; 93 21 23; 94 22 24; 95 23 25; 96 24 26; 97 28 30; 98 27 29; 99 30 32; 100 29 31; 101 32 34; 102 31 33; 103 34 36; 104 33 35; 105 37 39; 106 38 40; 107 39 41; 108 40 42; 109 41 43; 110 42 44; 111 46 48; 112 45 47; 113 47 49; 114 48 50; 115 49 51; 116 50 52; 117 52 54; 118 51 53; 119 56 58; 120 55 57; 121 53 57; 122 54 58; START GROUP DEFINITION MEMBER _TRABES 7 TO 24 43 44 91 TO 120 _COLUMNAS 1 TO 4 25 TO 40 73 TO 90 121 122 END GROUP DEFINITION DEFINE MATERIAL START ISOTROPIC CONCRETE E 2.21467e+009 POISSON 0.17 DENSITY 2402.62

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ALPHA 1e-005 DAMP 0.05 END DEFINE MATERIAL MEMBER PROPERTY AMERICAN 7 TO 24 43 44 91 TO 120 PRIS YD 0.4 ZD 0.3 1 TO 4 25 TO 40 73 TO 90 121 122 PRIS YD 0.5 ZD 0.5 CONSTANTS MATERIAL CONCRETE ALL SUPPORTS 1 TO 18 FIXED LOAD 1 LOADTYPE Dead TITLE PESO PROPIO (P.P.) SELFWEIGHT Y -1 LIST 1 TO 4 7 TO 40 43 44 73 TO 122 LOAD 2 LOADTYPE Dead TITLE CARGA AMPLIACION (C.AMP.) MEMBER LOAD 7 TO 15 91 95 103 104 UNI GY -120 LOAD 3 LOADTYPE Dead TITLE CARGA DE OPERACION (C.O.) MEMBER LOAD 105 CON GY -2906.68 0.7 17 18 CON GY -2906.68 2.25 19 CON GY -2906.68 1.25 19 CON GY -2906.68 2.25 20 CON GY -2906.68 1.25 20 TO 22 43 CON GY -2906.68 2.25 21 22 CON GY -2906.68 1.25 43 CON GY -2906.68 1.25 120 CON GY -2906.68 5.95 119 CON GY -2906.68 5.95 LOAD 4 LOADTYPE Dead TITLE CARGA POR FRICCION (C.F.) MEMBER LOAD 105 CON .GZ 416 0.7 17 18 CON GX 416 2.25 19 CON GX 416 1.25 19 CON GX 416 2.25 20 CON GX 416 1.25 20 TO 22 43 CON GX 416 2.25 21 22 CON GX 416 1.25 43 CON GX 416 1.25 120 CON GZ 416 5.95 119 CON GZ 416 5.95 LOAD 5 LOADTYPE Dead TITLE CARGAS POR APOYOS DE TUBERIAS MEMBER LOAD 105 CON GY -2121 0.7 17 CON GY -2901 2.25 0 18 CON GY -2869 2.25 19 CON GY -4470 1.25 19 CON GY -3713 2.25 20 CON GY -4471 1.25 20 CON GY -4980 2.25 21 CON GY -4810 1.25 21 CON GY -1744 2.25 22 CON GY -1706 1.25 22 CON GY -2817 2.25

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43 CON GY -2436 1.25 43 CON GY -1262 2.25 120 CON GY -1838 5.95 119 CON GY -6002 5.95 UNIT CM KG 105 CMOM GX 337054 70 105 CMOM GZ 242709 70 17 CMOM GX 240464 225 17 CMOM GZ -414027 225 18 CMOM GX 240464 225 18 CMOM GZ -292773 225 19 CMOM GX -190077 125 19 CMOM .GZ 473731 125 19 CMOM GX -877672 225 19 CMOM GZ 388832 225 20 CMOM GX 188405 125 20 CMOM GZ 473082 125 20 CMOM GX 852675 225 20 CMOM GZ 492258 225 21 CMOM GX 852675 225 21 CMOM GZ 167665 225 21 CMOM GX 121445 125 21 CMOM GZ 566043 125 22 CMOM GX 121445 125 22 CMOM GZ 164212 125 22 CMOM GX -85675 225 22 CMOM GZ 342559 225 43 CMOM GX 121445 125 43 CMOM GZ 259310 125 43 CMOM GX -852675 225 43 CMOM GZ -332846 225 120 CMOM GX 210004 595 120 CMOM GZ -183992 595 119 CMOM GX -1.03292e+006 595 119 CMOM GZ 88666 595 UNIT METER KG LOAD 6 LOADTYPE Dead TITLE CARGAS PERMANENTES EN TRABES DE LIGA MEMBER LOAD 17 TO 22 43 105 109 119 120 UNI GY -1000 7 15 24 92 TO 94 96 TO 102 117 118 UNI GY -250 LOAD 7 LOADTYPE Live TITLE CARGAS VIVAS TRANSITORIAS (C.V.T.) MEMBER LOAD 7 TO 24 43 44 91 TO 120 UNI GY -45 MEMBER LOAD 105 CON .GY -872.004 0.7 17 18 CON GY -872.004 2.25 19 CON GY -872.004 1.25 19 CON GY -872.004 2.25 20 CON GY -872.004 1.25 20 TO 22 43 CON GY -872.004 2.25 21 22 CON GY -872.004 1.25 43 CON GY -872.004 1.25

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120 CON GY -872.004 5.95 119 CON GY -872.004 5.95 LOAD 8 LOADTYPE Seismic TITLE SISMO EN X (SX) SPECTRUM SRSS X 1 ACC SCALE 9.81 DAMP 0.05 LIN 0 0; 0.05 0.05; 0.1 0.1; 0.2 0.2; 0.3 0.3; 0.4 0.4; 0.5 0.5; 0.6 0.6; 0.7 0.7; 0.8 0.8; 0.9 0.9; 1 1; 1.1 1.1; 1.2 1.2; 1.3 1.3; 1.4 1.4; 1.5 1.5; 1.6 1.6; 1.7 1.7; 1.8 1.8; 1.9 1.9; 2 2; 2.1 2.1; 2.2 2.2; 2.3 2.3; 2.4 2.4; 2.5 2.5; 2.6 2.6; 2.7 2.7; 2.8 2.8; 2.9 2.9; 3 3; 3.1 3.1; 3.2 3.2; SELFWEIGHT X 1 LIST 1 TO 4 7 TO 40 43 44 73 TO 122. SELFWEIGHT Z 1 LIST 1 TO 4 7 TO 40 43 44 73 TO 122 MEMBER LOAD 17 TO 22 43 105 109 119 120 UNI GX 1000 17 TO 22 43 105 109 119 120 UNI GZ 1000 105 CON .GX 2121 0.7 105 CON GZ 2121 0.7 17 CON GX 2901 2.25 17 CON GZ 2901 2.25 18 CON GX 2869 2.25 18 CON GZ 2869 2.25 19 CON GX 4470 1.25 19 CON GZ 4470 1.25 19 CON GX 3713 2.25 19 CON GZ 3713 2.25 20 CON GX 4471 1.25 20 CON GZ 4471 1.25 20 CON GX 4980 2.25 20 CON GZ 4980 2.25 21 CON GX 4810 1.25 21 CON GZ 4810 1.25. 21 CON GX 1744 2.25 21 CON GZ 1744 2.25 22 CON GX 1706 1.25 22 CON GZ 1706 1.25 22 CON GX 2817 2.25 22 CON GZ 2817 2.25 43 CON GX 2436 1.25 43 CON GZ 2436 1.25 43 CON GX 1262 2.25 43 CON GZ 1262 2.25 120 CON GX 1838 5.95 120 CON GZ 1838 5.95 119 CON GX 6002 5.95 119 CON GZ 6002 5.95 7 15 24 92 TO 94 96 TO 102 117 118 UNI GX 250 7 15 24 92 TO 94 96 TO 102 117 118 UNI GZ 250 8 TO 14 91 95 103 104 UNI GX 120 8 TO 14 91 95 103 104 UNI GZ 120 7 TO 24 43 44 91 TO 120 UNI GX 45 7 TO 24 43 44 91 TO 120 UNI GZ 45 MEMBER LOAD 105 CON GX 872.004 0.7 105 CON GZ 872.004 0.7

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17 18 CON GX 872.004 2.25 17 18 CON GZ 872.004 2.25 19 CON GX 872.004 1.25 19 CON GZ 872.004 1.25 19 CON GX 872.004 2.25 19 CON GZ 872.004 2.25 20 CON GX 872.004 1.25 20 CON GZ 872.004 1.25 20 TO 22 43 CON GX 872.004 2.25 20 TO 22 43 CON GZ 872.004 2.25 21 22 CON GX 872.004 1.25. 21 22 CON GZ 872.004 1.25 43 CON GX 872.004 1.25 43 CON GZ 872.004 1.25 120 CON GX 872.004 5.95 120 CON GZ 872.004 5.95 119 CON GX 872.004 5.95 119 CON GZ 872.004 5.95 MEMBER LOAD 105 CON GX 2906.68 0.7 105 CON GZ 2906.68 0.7 17 18 CON GX 2906.68 2.25 17 18 CON GZ 2906.68 2.25 19 CON GX 2906.68 1.25 19 CON GZ 2906.68 1.25 19 CON GX 2906.68 2.25 19 CON GZ 2906.68 2.25 20 CON GX 2906.68 1.25 20 CON GZ 2906.68 1.25 20 TO 22 43 CON GX 2906.68 2.25 20 TO 22 43 CON GZ 2906.68 2.25 21 22 CON GX 2906.68 1.25 21 22 CON GZ 2906.68 1.25 43 CON GX 2906.68 1.25 43 CON GZ 2906.68 1.25 120 CON GX 2906.68 5.95 120 CON GZ 2906.68 5.95 119 CON GX 2906.68 5.95 119 CON GZ 2906.68 5.95 LOAD 9 LOADTYPE Seismic TITLE SISMO EN Z (SZ) SPECTRUM SRSS Z 1 ACC SCALE 9.81 DAMP 0.05 LIN 0 0.0636; 0.05 0.1948; 0.1 0.323; 0.2 0.2885; 0.3 0.2606; 0.4 0.2376; 0.5 0.2184; 0.6 0.202; 0.7 0.1818; 0.8 0.1672; 0.9 0.1558; 1 0.1467; 1.1 0.1391; 1.2 0.1326; 1.3 0.127; 1.4 0.122; 1.5 0.1176; 1.6 0.1137; 1.7 0.1102; 1.8 0.1069; 1.9 0.104; 2 0.1013; 2.1 0.0833; 2.2 0.0691; 2.3 0.0578; 2.4 0.0487; 2.5 0.0414; 2.6 0.0353; 2.7 0.0304; 2.8 0.0263; 2.9 0.0228; 3 0.0199; 3.1 0.0175; 3.2 0.0154; LOAD 10 LOADTYPE Wind TITLE VIENTO EN X (VX). JOINT LOAD 19 TO 36 FX 0.118 37 TO 58 FX 0.29 LOAD 11 LOADTYPE Wind TITLE VIENTO EN Z (VZ)

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JOINT LOAD 19 TO 36 FZ 0.09 37 TO 58 FZ 0.217 LOAD COMB 12 1.0 (CM) 1 1.0 2 1.0 3 1.0 4 1.0 5 1.0 6 1.0 LOAD COMB 13 1.0 (CM) + 1.0 (CV) 1 1.0 2 1.0 3 1.0 4 1.0 5 1.0 6 1.0 7 1.0 LOAD COMB 14 0.9(CM) + 1.0(CV) + 1.6 VIENTO X (VX) 1 0.9 2 0.9 3 0.9 4 0.9 5 0.9 6 0.9 7 1.0 10 1.6 LOAD COMB 15 0.9(CM) + 1.0(CV) + 1.6 VIENTO Z (VZ) 1 0.9 2 0.9 3 0.9 4 0.9 5 0.9 6 0.9 7 1.0 11 1.6 LOAD COMB 16 1.0(CM)+1.0(CV)+1.0(SX)+0.3(SZ) 1 1.0 2 1.0 3 1.0 4 1.0 5 1.0 6 1.0 7 1.0 8 1.0 9 0.3 LOAD COMB 17 1.0(CM)+1.0(CV)+1.0(SX)-0.3(SZ) 1 1.0 2 1.0 3 1.0 4 1.0 5 1.0 6 1.0 7 1.0 8 1.0 9 -0.3 LOAD COMB 18 1.0(CM)+1.0(CV)-1.0(SX)+0.3(SZ) 1 1.0 2 1.0 3 1.0 4 1.0 5 1.0 6 1.0 7 1.0 8 -1.0 9 0.3 LOAD COMB 19 1.0(CM)+(CV)-1.0(SX)-0.3(SZ) 1 1.0 2 1.0 3 1.0 4 1.0 5 1.0 6 1.0 7 1.0 8 -1.0 9 -0.3 LOAD COMB 20 1.0(CM)+1.0(CV)+0.3(SX)+1(SZ) 1 1.0 2 1.0 3 1.0 4 1.0 5 1.0 6 1.0 7 1.0 8 0.3 9 1.0 LOAD COMB 21 1.0(CM)+1.0(CV)+0.3(SX)-1.0(SZ) 1 1.0 2 1.0 3 1.0 4 1.0 5 1.0 6 1.0 7 1.0 8 0.3 9 -1.0 LOAD COMB 22 1.0(CM)+1.0(CV)+0.3(SX)-1.0(SZ) 1 1.0 2 1.0 3 1.0 4 1.0 5 1.0 6 1.0 7 1.0 8 0.3 9 -1.0 LOAD COMB 23 1.0(CM)+1.0(CV)+0.3(SX)-1.0(SZ) 1 1.0 2 1.0 3 1.0 4 1.0 5 1.0 6 1.0 7 1.0 8 0.3 9 -1.0 LOAD COMB 24 1.4(CM). 1 1.4 2 1.4 3 1.4 4 1.4 5 1.4 6 1.4 LOAD COMB 25 1.4(CM)+1.4(CV) 1 1.4 2 1.4 3 1.4 4 1.4 5 1.4 6 1.4 7 1.4 LOAD COMB 26 1.2(CM)+1.2(CV)+1.1(SX)+0.33(SZ) 1 1.2 2 1.2 3 1.2 4 1.2 5 1.2 6 1.2 7 1.2 8 1.2 9 1.2 10 1.1 11 0.33 LOAD COMB 27 1.2(CM)+1.2(CV)+1.1(SX)-0.33(SZ) 1 1.2 2 1.2 3 1.2 4 1.2 5 1.2 6 1.2 7 1.2 8 1.1 9 -0.33 LOAD COMB 28 1.2(CM)+1.2(CV)-1.1(SX)+0.33(SZ) 1 1.2 2 1.2 3 1.2 4 1.2 5 1.2 6 1.2 7 1.2 8 1.2 9 1.2 10 -1.1 11 0.33 LOAD COMB 29 1.2(CM)+1.2(CV)-1.1(SX)+0.33(SZ) 1 1.2 2 1.2 3 1.2 4 1.2 5 1.2 6 1.2 7 1.2 8 -1.1 9 0.33 LOAD COMB 30 1.2(CM)+1.2(CV)-1.1(SX)+0.33(SZ) 1 1.2 2 1.2 3 1.2 4 1.2 5 1.2 6 1.2 7 1.2 8 -1.1 9 0.33 LOAD COMB 31 1.2(CM)+1.2(CV)+0.33(SX)-1.1(SZ) 1 1.2 2 1.2 3 1.2 4 1.2 5 1.2 6 1.2 7 1.2 8 0.33 9 -1.1 LOAD COMB 32 1.2(CM)+1.2(CV)-0.33(SX)+1.1(SZ) 1 1.2 2 1.2 3 1.2 4 1.2 5 1.2 6 1.2 7 1.2 8 -0.33 9 1.1 LOAD COMB 33 1.2(CM)+1.2(CV)-0.33(SX)-1.1(SZ) 1 1.2 2 1.2 3 1.2 4 1.2 5 1.2 6 1.2 7 1.2 8 -0.33 9 -1.1 PERFORM ANALYSIS PRINT ALL FINISH Fig. 6.1. Identificacin de Nodos, Isomtrico del Modelo Estructural del Soporte de Tuberas.

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Fig. 6.2. Identificacin de grupos, Isomtrico del Modelo Estructural del Soporte de Tuberas (Rack).

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6.2- CARGAS Y COMBINACIONES DE CARGAS. En esta seccin se presentan las cargas que se han considerado en el anlisis, incluyendo las cargas bsicas y las combinaciones. 6.2.1.- CARGAS BASICAS Enseguida se presentan todos los casos de cargas bsicas incluidos en el anlisis con sus correspondientes magnitudes. 1.- Carga muerta peso propio de la estructura. 2.- Carga por ampliacin. 3.- Carga de operacin. 4.- Carga por friccin. 5.- Cargas por apoyos de tuberas. 6.- Cargas permanentes en trabes de liga. 7.- Cargas vivas transitorias. 8.- Carga Sismo en Direccin X (sx) 9.- Carga Sismo en Direccin Z (sz) 10.- Viento en Direccin X (vx) 11.- Viento en Direccin Z (vx) 12.- Combinacin de Cargas.

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Fig. 6.3. Peso propio de los elementos.

Fig. 6.4 Carga por ampliacin

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Fig. 6.5 Carga por Operacin.

Fig. 6.6. Carga por Friccin.

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Fig. 6.7. Carga por apoyo de tuberas.

Fig. 6.8. Cargas permanentes en Trabes de Liga.

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Fig. 6.9. Cargas Vivas Transitorias.

Fig. 6.10. Cargas por Sismo.

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6.2.2.- COMBINACIONES DE CARGAS. Las combinaciones de las cargas bsicas y los factores de contingencia considerados en el anlisis esttico estn basados en la norma NRF-138-PEMEX-2012, y se presentan a continuacin:

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LOAD COMB 12 1.0 (CM) 1 1.0 2 1.0 3 1.0 4 1.0 5 1.0 6 1.0 LOAD COMB 13 1.0 (CM) + 1.0 (CV) 1 1.0 2 1.0 3 1.0 4 1.0 5 1.0 6 1.0 7 1.0 LOAD COMB 14 0.9(CM) + 1.0(CV) + 1.6 VIENTO X (VX) 1 0.9 2 0.9 3 0.9 4 0.9 5 0.9 6 0.9 7 1.0 10 1.6 LOAD COMB 15 0.9(CM) + 1.0(CV) + 1.6 VIENTO Z (VZ) 1 0.9 2 0.9 3 0.9 4 0.9 5 0.9 6 0.9 7 1.0 11 1.6 LOAD COMB 16 1.0(CM)+1.0(CV)+1.0(SX)+0.3(SZ) 1 1.0 2 1.0 3 1.0 4 1.0 5 1.0 6 1.0 7 1.0 8 1.0 9 0.3 LOAD COMB 17 1.0(CM)+1.0(CV)+1.0(SX)-0.3(SZ) 1 1.0 2 1.0 3 1.0 4 1.0 5 1.0 6 1.0 7 1.0 8 1.0 9 -0.3 LOAD COMB 18 1.0(CM)+1.0(CV)-1.0(SX)+0.3(SZ) 1 1.0 2 1.0 3 1.0 4 1.0 5 1.0 6 1.0 7 1.0 8 -1.0 9 0.3 LOAD COMB 19 1.0(CM)+(CV)-1.0(SX)-0.3(SZ) 1 1.0 2 1.0 3 1.0 4 1.0 5 1.0 6 1.0 7 1.0 8 -1.0 9 -0.3 LOAD COMB 20 1.0(CM)+1.0(CV)+0.3(SX)+1(SZ) 1 1.0 2 1.0 3 1.0 4 1.0 5 1.0 6 1.0 7 1.0 8 0.3 9 1.0 LOAD COMB 21 1.0(CM)+1.0(CV)+0.3(SX)-1.0(SZ) 1 1.0 2 1.0 3 1.0 4 1.0 5 1.0 6 1.0 7 1.0 8 0.3 9 -1.0 LOAD COMB 22 1.0(CM)+1.0(CV)+0.3(SX)-1.0(SZ) 1 1.0 2 1.0 3 1.0 4 1.0 5 1.0 6 1.0 7 1.0 8 0.3 9 -1.0 LOAD COMB 23 1.0(CM)+1.0(CV)+0.3(SX)-1.0(SZ) 1 1.0 2 1.0 3 1.0 4 1.0 5 1.0 6 1.0 7 1.0 8 0.3 9 -1.0 LOAD COMB 24 1.4(CM) 1 1.4 2 1.4 3 1.4 4 1.4 5 1.4 6 1.4 LOAD COMB 25 1.4(CM)+1.4(CV) 1 1.4 2 1.4 3 1.4 4 1.4 5 1.4 6 1.4 7 1.4 LOAD COMB 26 1.2(CM)+1.2(CV)+1.1(SX)+0.33(SZ) 1 1.2 2 1.2 3 1.2 4 1.2 5 1.2 6 1.2 7 1.2 8 1.2 9 1.2 10 1.1 11 0.33 LOAD COMB 27 1.2(CM)+1.2(CV)+1.1(SX)-0.33(SZ) 1 1.2 2 1.2 3 1.2 4 1.2 5 1.2 6 1.2 7 1.2 8 1.1 9 -0.33 LOAD COMB 28 1.2(CM)+1.2(CV)-1.1(SX)+0.33(SZ) 1 1.2 2 1.2 3 1.2 4 1.2 5 1.2 6 1.2 7 1.2 8 1.2 9 1.2 10 -1.1 11 0.33 LOAD COMB 29 1.2(CM)+1.2(CV)-1.1(SX)+0.33(SZ) 1 1.2 2 1.2 3 1.2 4 1.2 5 1.2 6 1.2 7 1.2 8 -1.1 9 0.33 LOAD COMB 30 1.2(CM)+1.2(CV)-1.1(SX)+0.33(SZ) 1 1.2 2 1.2 3 1.2 4 1.2 5 1.2 6 1.2 7 1.2 8 -1.1 9 0.33 LOAD COMB 31 1.2(CM)+1.2(CV)+0.33(SX)-1.1(SZ) 1 1.2 2 1.2 3 1.2 4 1.2 5 1.2 6 1.2 7 1.2 8 0.33 9 -1.1 LOAD COMB 32 1.2(CM)+1.2(CV)-0.33(SX)+1.1(SZ) 1 1.2 2 1.2 3 1.2 4 1.2 5 1.2 6 1.2 7 1.2 8 -0.33 9 1.1 LOAD COMB 33 1.2(CM)+1.2(CV)-0.33(SX)-1.1(SZ) 1 1.2 2 1.2 3 1.2 4 1.2 5 1.2 6 1.2 7 1.2 8 -0.33 9 -1.1

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7.0.- RESULTADOS DEL ANALISIS ESTRUCTURALES. 7.1.- REVISION POR ESTADO LIMITE DE SERVICIO (DESPLAZAMIENTOS). A continuacin se incluye el listado con las deflexiones mximas en las juntas. Fig. 7.1. Resumen de desplazamientos mximos.

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DESPLAZAMIENTOS VERTICAL EN Y El desplazamiento mximo vertical (direccin de Y global) es = -7.021mm el cual se presenta en la cama del N.T.C. +8.70 del eje B entre los ejes 8 y 9, bajo la combinacin nmero 25= 1.4(CM)+1.4(CV) Por lo tanto, revisando por desplazamientos permisibles: (L/240)+5mm = (7,000mm / 240)+5mm = 34.166mm (L/480)+3mm = (7,000mm / 480)+3mm = 17.583mm Dado que los desplazamientos permisibles verticales en Y son mayores al actuante implica que la estructura es adecuada por servicio. DESPLAZAMIENTOS HORIZONTAL EN X El desplazamiento mximo horizontal (direccin de X global) es = 29.616mm el cual se presenta en el marco del eje 8 bajo la combinacin nmero 26 = 1.2(CM)+1.2(CV)+1.1(SX)+0.33(SZ) Por lo tanto, revisando por desplazamientos permisibles: H/250 = 8,500mm / 250 = 34.00mm (H) (0.004) = (8,500mm) (0.004) = 34.00mm Dado que los desplazamientos permisibles horizontales en X son mayores al actuante implica que la estructura es adecuada por servicio. DESPLAZAMIENTOS HORIZONTAL EN Z El desplazamiento mximo horizontal (direccin de Z global) es = 22.524mm el cual se presenta en el marco del eje B bajo la combinacin nmero 26= 1.2(CM)+1.2(CV)+1.1(SX)+0.33(SZ)Por lo tanto, revisando por desplazamientos permisibles: H/250 = 8,500mm / 250 = 34.00mm (H) (0.004) = (8,500mm) (0.004) = 34.00mm Dado que los desplazamientos permisibles horizontales en Z son mayores al actuante implica que la estructura es adecuada por servicio.

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Fig. 7.2. Requisitos de servicio por desplazamientos.

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7.2.- REACCIONES EN LOS APOYOS. A continuacin se presenta el listado que contiene las reacciones en los apoyos.

Fig. 7.3 Resumen de reacciones (Reaccin Max.=47.772 Ton).

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7.3. DISEO DE LA COLUMNA C-1. ==================================================================== COLUMN NO. 1 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 413.7 FC - 24.5 MPA, RECT SIZE - 400.0 X 500.0 MMS, TIED AREA OF STEEL REQUIRED = 3120.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------- 8 - 25 MM 1.963 26 STA 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 12 SPACING 400.00 MM ==================================================================== COLUMN NO. 2 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 413.7 FC - 24.5 MPA, RECT SIZE - 400.0 X 500.0 MMS, TIED AREA OF STEEL REQUIRED = 3680.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------- 8 - 25 MM 1.963 26 STA 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 12 SPACING 400.00 MM ==================================================================== COLUMN NO. 3 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 413.7 FC - 24.5 MPA, RECT SIZE - 400.0 X 500.0 MMS, TIED AREA OF STEEL REQUIRED = 3400.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------- 8 - 25 MM 1.963 26 STA 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 12 SPACING 400.00 MM STAAD SPACE -- PAGE NO. 57 ==================================================================== COLUMN NO. 4 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 413.7 FC - 24.5 MPA, RECT SIZE - 400.0 X 500.0 MMS, TIED AREA OF STEEL REQUIRED = 4100.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------- 12 - 25 MM 2.945 26 STA 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 12 SPACING 400.00 MM ====================================================================

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COLUMN NO. 25 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 413.7 FC - 24.5 MPA, RECT SIZE - 400.0 X 500.0 MMS, TIED AREA OF STEEL REQUIRED = 3680.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------- 8 - 25 MM 1.963 26 STA 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 12 SPACING 400.00 MM ==================================================================== COLUMN NO. 26 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 413.7 FC - 24.5 MPA, RECT SIZE - 400.0 X 500.0 MMS, TIED AREA OF STEEL REQUIRED = 4660.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------- 12 - 25 MM 2.945 26 STA 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 12 SPACING 400.00 MM STAAD SPACE -- PAGE NO. 58 ==================================================================== COLUMN NO. 27 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 413.7 FC - 24.5 MPA, RECT SIZE - 400.0 X 500.0 MMS, TIED AREA OF STEEL REQUIRED = 4800.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------- 12 - 25 MM 2.945 26 STA 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 12 SPACING 400.00 MM ==================================================================== COLUMN NO. 28 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 413.7 FC - 24.5 MPA, RECT SIZE - 400.0 X 500.0 MMS, TIED AREA OF STEEL REQUIRED = 5360.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------- 12 - 25 MM 2.945 26 STA 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 12 SPACING 400.00 MM ==================================================================== COLUMN NO. 39 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 413.7 FC - 24.5 MPA, RECT SIZE - 400.0 X 500.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED.

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AREA OF STEEL REQUIRED = 2000.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------- 8 - 25 MM 1.963 1 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 12 SPACING 400.00 MM STAAD SPACE -- PAGE NO. 59 ==================================================================== COLUMN NO. 40 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 413.7 FC - 24.5 MPA, RECT SIZE - 400.0 X 500.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 2000.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------- 8 - 25 MM 1.963 1 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 12 SPACING 400.00 MM ==================================================================== COLUMN NO. 73 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 413.7 FC - 24.5 MPA, RECT SIZE - 400.0 X 500.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 2000.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------- 8 - 25 MM 1.963 1 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 12 SPACING 400.00 MM ==================================================================== COLUMN NO. 74 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 413.7 FC - 24.5 MPA, RECT SIZE - 400.0 X 500.0 MMS, TIED AREA OF STEEL REQUIRED = 2140.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------- 8 - 25 MM 1.963 26 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 12 SPACING 400.00 MM STAAD SPACE -- PAGE NO. 60 ==================================================================== COLUMN NO. 75 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 413.7 FC - 24.5 MPA, RECT SIZE - 400.0 X 500.0 MMS, TIED AREA OF STEEL REQUIRED = 2280.0 SQ. MM

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BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------- 8 - 25 MM 1.963 19 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 12 SPACING 400.00 MM ==================================================================== COLUMN NO. 76 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 413.7 FC - 24.5 MPA, RECT SIZE - 400.0 X 500.0 MMS, TIED AREA OF STEEL REQUIRED = 2280.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------- 8 - 25 MM 1.963 26 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 12 SPACING 400.00 MM ==================================================================== COLUMN NO. 77 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 413.7 FC - 24.5 MPA, RECT SIZE - 400.0 X 500.0 MMS, TIED AREA OF STEEL REQUIRED = 3820.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------- 8 - 25 MM 1.963 31 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 12 SPACING 400.00 MM STAAD SPACE -- PAGE NO. 61 ==================================================================== COLUMN NO. 78 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 413.7 FC - 24.5 MPA, RECT SIZE - 400.0 X 500.0 MMS, TIED AREA OF STEEL REQUIRED = 4660.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------- 12 - 25 MM 2.945 26 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 12 SPACING 400.00 MM

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Se ha propuesto para la columna C-1 una seccin rectangular de 50x40 cm, con un armado de 12 varillas del # 8, cuya rea de acero es de 6084 mm2 la cual es la mayor de las reas de acero solicitadas en el diseo del programa Staad para cada elemento columna.

Fig. 7.4 Diseo de columna C-1 Seccion 50x40cm

(12varillas del #8 / e.#4 a cada 15cm)

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Fecha. 24/06/15

7.4 DISEO DE LA COLUMNA C-2. ==================================================================== COLUMN NO. 29 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 413.7 FC - 24.5 MPA, RECT SIZE - 400.0 X 500.0 MMS, TIED AREA OF STEEL REQUIRED = 6340.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------- 16 - 25 MM 3.927 26 STA 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 12 SPACING 400.00 MM ==================================================================== COLUMN NO. 30 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 413.7 FC - 24.5 MPA, RECT SIZE - 400.0 X 500.0 MMS, TIED AREA OF STEEL REQUIRED = 6620.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------- 16 - 25 MM 3.927 26 STA 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 12 SPACING 400.00 MM ==================================================================== COLUMN NO. 31 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 413.7 FC - 24.5 MPA, RECT SIZE - 400.0 X 500.0 MMS, TIED AREA OF STEEL REQUIRED = 6060.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------- 16 - 25 MM 3.927 26 STA 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 12 SPACING 400.00 MM STAAD SPACE -- PAGE NO. 57 ==================================================================== COLUMN NO. 32 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 413.7 FC - 24.5 MPA, RECT SIZE - 400.0 X 500.0 MMS, TIED AREA OF STEEL REQUIRED = 6340.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------- 16 - 25 MM 3.927 26 STA 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 12 SPACING 400.00 MM ====================================================================

Doc. No. 4544-CAL-CEI-019-050-0001


Fecha. 24/06/15

COLUMN NO. 33 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 413.7 FC - 24.5 MPA, RECT SIZE - 400.0 X 500.0 MMS, TIED AREA OF STEEL REQUIRED = 5500.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------- 12 - 25 MM 2.945 26 STA 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 12 SPACING 400.00 MM ==================================================================== COLUMN NO. 34 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 413.7 FC - 24.5 MPA, RECT SIZE - 400.0 X 500.0 MMS, TIED AREA OF STEEL REQUIRED = 5640.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------- 12 - 25 MM 2.945 26 STA 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 12 SPACING 400.00 MM STAAD SPACE -- PAGE NO. 58 ==================================================================== COLUMN NO. 35 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 413.7 FC - 24.5 MPA, RECT SIZE - 400.0 X 500.0 MMS, TIED AREA OF STEEL REQUIRED = 6760.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------- 16 - 25 MM 3.927 26 STA 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 12 SPACING 400.00 MM ==================================================================== COLUMN NO. 36 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 413.7 FC - 24.5 MPA, RECT SIZE - 400.0 X 500.0 MMS, TIED AREA OF STEEL REQUIRED = 6480.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------- 16 - 25 MM 3.927 26 STA 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 12 SPACING 400.00 MM ====================================================================

Doc. No. 4544-CAL-CEI-019-050-0001


Fecha. 24/06/15

COLUMN NO. 37 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 413.7 FC - 24.5 MPA, RECT SIZE - 400.0 X 500.0 MMS, TIED AREA OF STEEL REQUIRED = 6760.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------- 16 - 25 MM 3.927 26 STA 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 12 SPACING 400.00 MM STAAD SPACE -- PAGE NO. 59 ==================================================================== COLUMN NO. 38 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 413.7 FC - 24.5 MPA, RECT SIZE - 400.0 X 500.0 MMS, TIED AREA OF STEEL REQUIRED = 6760.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------- 16 - 25 MM 3.927 26 STA 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 12 SPACING 400.00 MM ==================================================================== COLUMN NO. 79 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 413.7 FC - 24.5 MPA, RECT SIZE - 400.0 X 500.0 MMS, TIED AREA OF STEEL REQUIRED = 2840.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------- 8 - 25 MM 1.963 27 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 12 SPACING 400.00 MM ==================================================================== COLUMN NO. 80 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 413.7 FC - 24.5 MPA, RECT SIZE - 400.0 X 500.0 MMS, TIED AREA OF STEEL REQUIRED = 4380.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------- 12 - 25 MM 2.945 26 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 12 SPACING 400.00 MM STAAD SPACE -- PAGE NO. 60 ====================================================================

Doc. No. 4544-CAL-CEI-019-050-0001


Fecha. 24/06/15

COLUMN NO. 81 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 413.7 FC - 24.5 MPA, RECT SIZE - 400.0 X 500.0 MMS, TIED AREA OF STEEL REQUIRED = 3400.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------- 8 - 25 MM 1.963 27 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 12 SPACING 400.00 MM ==================================================================== COLUMN NO. 82 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 413.7 FC - 24.5 MPA, RECT SIZE - 400.0 X 500.0 MMS, TIED AREA OF STEEL REQUIRED = 4520.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------- 12 - 25 MM 2.945 26 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 12 SPACING 400.00 MM ==================================================================== COLUMN NO. 83 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 413.7 FC - 24.5 MPA, RECT SIZE - 400.0 X 500.0 MMS, TIED AREA OF STEEL REQUIRED = 3120.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------- 8 - 25 MM 1.963 27 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 12 SPACING 400.00 MM STAAD SPACE -- PAGE NO. 61 ==================================================================== COLUMN NO. 84 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 413.7 FC - 24.5 MPA, RECT SIZE - 400.0 X 500.0 MMS, TIED AREA OF STEEL REQUIRED = 4240.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------- 12 - 25 MM 2.945 26 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 12 SPACING 400.00 MM ====================================================================

Doc. No. 4544-CAL-CEI-019-050-0001


Fecha. 24/06/15

COLUMN NO. 85 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 413.7 FC - 24.5 MPA, RECT SIZE - 400.0 X 500.0 MMS, TIED AREA OF STEEL REQUIRED = 2420.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------- 8 - 25 MM 1.963 26 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 12 SPACING 400.00 MM ==================================================================== COLUMN NO. 86 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 413.7 FC - 24.5 MPA, RECT SIZE - 400.0 X 500.0 MMS, TIED AREA OF STEEL REQUIRED = 2140.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------- 8 - 25 MM 1.963 26 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 12 SPACING 400.00 MM STAAD SPACE -- PAGE NO. 62 ==================================================================== COLUMN NO. 87 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 413.7 FC - 24.5 MPA, RECT SIZE - 400.0 X 500.0 MMS, TIED AREA OF STEEL REQUIRED = 2280.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------- 8 - 25 MM 1.963 26 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 12 SPACING 400.00 MM ==================================================================== COLUMN NO. 88 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 413.7 FC - 24.5 MPA, RECT SIZE - 400.0 X 500.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 2000.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------- 8 - 25 MM 1.963 1 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 12 SPACING 400.00 MM ====================================================================

Doc. No. 4544-CAL-CEI-019-050-0001


Fecha. 24/06/15

COLUMN NO. 89 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 413.7 FC - 24.5 MPA, RECT SIZE - 400.0 X 500.0 MMS, TIED AREA OF STEEL REQUIRED = 3400.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------- 8 - 25 MM 1.963 33 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 12 SPACING 400.00 MM STAAD SPACE -- PAGE NO. 63 ==================================================================== COLUMN NO. 90 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 413.7 FC - 24.5 MPA, RECT SIZE - 400.0 X 500.0 MMS, TIED AREA OF STEEL REQUIRED = 4380.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------- 12 - 25 MM 2.945 29 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 12 SPACING 400.00 MM ==================================================================== COLUMN NO. 121 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 413.7 FC - 24.5 MPA, RECT SIZE - 400.0 X 500.0 MMS, TIED AREA OF STEEL REQUIRED = 3260.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------- 8 - 25 MM 1.963 27 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 12 SPACING 400.00 MM ==================================================================== COLUMN NO. 122 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 413.7 FC - 24.5 MPA, RECT SIZE - 400.0 X 500.0 MMS, TIED AREA OF STEEL REQUIRED = 6200.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------- 16 - 25 MM 3.927 26 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 12 SPACING 400.00 MM

Doc. No. 4544-CAL-CEI-019-050-0001


Fecha. 24/06/15

Se ha propuesto para la columna C-2 una seccin rectangular de 50x40 cm, con un armado de 16 varillas del # 8, cuya rea de acero es de 8112 mm2 la cual es la mayor de las reas de acero solicitadas en el diseo del programa Staad para cada elemento columna.

Fig. 7.5 Diseo de columna C-2 Seccion 50x40cm (16varillas del #8 / e.#4 a cada 15cm)

Doc. No. 4544-CAL-CEI-019-050-0001


Fecha. 24/06/15

7.5 DISEO DE TRABE T-1 ===================================================================== BEAM NO. 97 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3500. MM FY - 414. FC - 25. MPA, SIZE - 300. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 54. 2 - 25MM 0. 3500. YES YES 2 346. 3 - 25MM 0. 3500. YES YES B E A M N O. 97 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 38.71 KNS Vc= 82.59 KNS Vs= 0.00 KNS Tu= 0.39 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 16 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 12 MM 2-LEGGED STIRRUPS AT 173. MM C/C FOR 1404. MM AT END SUPPORT - Vu= 1.46 KNS Vc= 84.64 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 3.1 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. ___ 28J____________________ 3500X 300X 400_____________________ 85J____ | | ||=========================================================================|| | 3No25 H 346.| 0.TO 3500| | | | | | 10*12c/c173 | | | | | | | | | 2No25 H |54.| 0.TO 3500| | | | | ||=========================================================================|| | | |___________________________________________________________________________| ___________ ___________ ___________ ___________ ___________ | | | | | | | | | | | ooo | | ooo | | ooo | | ooo | | ooo | | 3#25 | | 3#25 | | 3#25 | | 3#25 | | 3#25 | | | | | | | | | | | | 2#25 | | 2#25 | | 2#25 | | 2#25 | | 2#25 | | oo | | oo | | oo | | oo | | oo | | | | | | | | | | | |___________| |___________| |___________| |___________| |___________| STAAD SPACE -- PAGE NO. 63 ===================================================================== BEAM NO. 98 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3500. MM FY - 414. FC - 25. MPA, SIZE - 300. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 54. 2 - 25MM 0. 3500. YES YES 2 346. 3 - 25MM 0. 3500. YES YES

Doc. No. 4544-CAL-CEI-019-050-0001


Fecha. 24/06/15

B E A M N O. 98 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 38.30 KNS Vc= 82.56 KNS Vs= 0.00 KNS Tu= 0.26 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 16 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 12 MM 2-LEGGED STIRRUPS AT 173. MM C/C FOR 1404. MM AT END SUPPORT - Vu= 1.46 KNS Vc= 84.64 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 3.1 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. ___ 27J____________________ 3500X 300X 400_____________________ 86J____ | | ||=========================================================================|| | 3No25 H 346.| 0.TO 3500| | | | | | 10*12c/c173 | | | | | | | | | 2No25 H |54.| 0.TO 3500| | | | | ||=========================================================================|| | | |___________________________________________________________________________| ___________ ___________ ___________ ___________ ___________ | | | | | | | | | | | ooo | | ooo | | ooo | | ooo | | ooo | | 3#25 | | 3#25 | | 3#25 | | 3#25 | | 3#25 | | | | | | | | | | | | 2#25 | | 2#25 | | 2#25 | | 2#25 | | 2#25 | | oo | | oo | | oo | | oo | | oo | | | | | | | | | | | |___________| |___________| |___________| |___________| |___________| STAAD SPACE -- PAGE NO. 64 ===================================================================== BEAM NO. 99 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3500. MM FY - 414. FC - 25. MPA, SIZE - 300. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 54. 2 - 25MM 0. 3500. YES YES 2 346. 3 - 25MM 0. 3500. YES YES B E A M N O. 99 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 38.20 KNS Vc= 82.39 KNS Vs= 0.00 KNS Tu= 0.37 KN-MET Tc= 3.2 KN-MET Ts= 0.0 KN-MET LOAD 16 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 12 MM 2-LEGGED STIRRUPS AT 173. MM C/C FOR 1404. MM AT END SUPPORT - Vu= 1.38 KNS Vc= 84.79 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 3.2 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. ___ 30J____________________ 3500X 300X 400_____________________ 87J____ | | ||=========================================================================|| | 3No25 H 346.| 0.TO 3500| | | | | | 10*12c/c173 | | | | | | | | | 2No25 H |54.| 0.TO 3500| | | | |

Doc. No. 4544-CAL-CEI-019-050-0001


Fecha. 24/06/15

||=========================================================================|| | | |___________________________________________________________________________| ___________ ___________ ___________ ___________ ___________ | | | | | | | | | | | ooo | | ooo | | ooo | | ooo | | ooo | | 3#25 | | 3#25 | | 3#25 | | 3#25 | | 3#25 | | | | | | | | | | | | 2#25 | | 2#25 | | 2#25 | | 2#25 | | 2#25 | | oo | | oo | | oo | | oo | | oo | | | | | | | | | | | |___________| |___________| |___________| |___________| |___________| STAAD SPACE -- PAGE NO. 65 ===================================================================== BEAM NO. 100 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3500. MM FY - 414. FC - 25. MPA, SIZE - 300. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 54. 2 - 25MM 0. 3500. YES YES 2 346. 3 - 25MM 0. 3500. YES YES B E A M N O. 100 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 37.81 KNS Vc= 82.37 KNS Vs= 0.00 KNS Tu= 0.39 KN-MET Tc= 3.3 KN-MET Ts= 0.0 KN-MET LOAD 16 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 12 MM 2-LEGGED STIRRUPS AT 173. MM C/C FOR 1404. MM AT END SUPPORT - Vu= 1.38 KNS Vc= 84.80 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 3.2 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. ___ 29J____________________ 3500X 300X 400_____________________ 88J____ | | ||=========================================================================|| | 3No25 H 346.| 0.TO 3500| | | | | | 10*12c/c173 | | | | | | | | | 2No25 H |54.| 0.TO 3500| | | | | ||=========================================================================|| | | |___________________________________________________________________________| ___________ ___________ ___________ ___________ ___________ | | | | | | | | | | | ooo | | ooo | | ooo | | ooo | | ooo | | 3#25 | | 3#25 | | 3#25 | | 3#25 | | 3#25 | | | | | | | | | | | | 2#25 | | 2#25 | | 2#25 | | 2#25 | | 2#25 | | oo | | oo | | oo | | oo | | oo | | | | | | | | | | | |___________| |___________| |___________| |___________| |___________| STAAD SPACE -- PAGE NO. 66 =====================================================================

Doc. No. 4544-CAL-CEI-019-050-0001


Fecha. 24/06/15

BEAM NO. 101 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3500. MM FY - 414. FC - 25. MPA, SIZE - 300. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 54. 2 - 25MM 0. 3500. YES YES 2 346. 3 - 25MM 0. 3500. YES YES B E A M N O. 101 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 38.33 KNS Vc= 82.44 KNS Vs= 0.00 KNS Tu= 1.11 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 16 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 12 MM 2-LEGGED STIRRUPS AT 173. MM C/C FOR 1404. MM AT END SUPPORT - Vu= 1.34 KNS Vc= 84.76 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 3.2 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. ___ 32J____________________ 3500X 300X 400_____________________ 89J____ | | ||=========================================================================|| | 3No25 H 346.| 0.TO 3500| | | | | | 10*12c/c173 | | | | | | | | | 2No25 H |54.| 0.TO 3500| | | | | ||=========================================================================|| | | |___________________________________________________________________________| ___________ ___________ ___________ ___________ ___________ | | | | | | | | | | | ooo | | ooo | | ooo | | ooo | | ooo | | 3#25 | | 3#25 | | 3#25 | | 3#25 | | 3#25 | | | | | | | | | | | | 2#25 | | 2#25 | | 2#25 | | 2#25 | | 2#25 | | oo | | oo | | oo | | oo | | oo | | | | | | | | | | | |___________| |___________| |___________| |___________| |___________| STAAD SPACE -- PAGE NO. 67 ===================================================================== BEAM NO. 102 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3500. MM FY - 414. FC - 25. MPA, SIZE - 300. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 54. 2 - 25MM 0. 3500. YES YES 2 346. 3 - 25MM 0. 3500. YES YES

Doc. No. 4544-CAL-CEI-019-050-0001


Fecha. 24/06/15

B E A M N O. 102 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 38.01 KNS Vc= 82.40 KNS Vs= 0.00 KNS Tu= 0.29 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 16 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 12 MM 2-LEGGED STIRRUPS AT 173. MM C/C FOR 1404. MM AT END SUPPORT - Vu= 27.22 KNS Vc= 80.82 KNS Vs= 0.00 KNS Tu= 3.59 KN-MET Tc= 3.0 KN-MET Ts= 4.8 KN-MET LOAD 26 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 12 MM 2-LEGGED STIRRUPS AT 139. MM C/C FOR 1404. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 1.01 SQ.CM. ___ 31J____________________ 3500X 300X 400_____________________ 90J____ | | ||=========================================================================|| | 3No25 H 346.| 0.TO 3500| | | | | | | | | | | | | | | 10*12c/c173 | | | | | | | | | | | | 12*12c/c139 | | | 2No25 H |54.| 0.TO 3500| | | | | | | | | | | | | | ||=========================================================================|| | | |___________________________________________________________________________| ___________ ___________ ___________ ___________ ___________ | | | | | | | | | | | ooo | | ooo | | ooo | | ooo | | ooo | | 3#25 | | 3#25 | | 3#25 | | 3#25 | | 3#25 | | | | | | | | | | | | 2#25 | | 2#25 | | 2#25 | | 2#25 | | 2#25 | | oo | | oo | | oo | | oo | | oo | | | | | | | | | | | |___________| |___________| |___________| |___________| |___________| STAAD SPACE -- PAGE NO. 68 ===================================================================== BEAM NO. 103 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3500. MM FY - 414. FC - 25. MPA, SIZE - 300. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 54. 2 - 25MM 0. 3500. YES YES 2 346. 3 - 25MM 0. 3500. YES YES B E A M N O. 103 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 35.48 KNS Vc= 82.53 KNS Vs= 0.00 KNS Tu= 0.27 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 16 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 12 MM 2-LEGGED STIRRUPS AT 173. MM C/C FOR 1404. MM AT END SUPPORT - Vu= 1.28 KNS Vc= 84.80 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 3.2 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED.

Doc. No. 4544-CAL-CEI-019-050-0001


Fecha. 24/06/15

___ 34J____________________ 3500X 300X 400_____________________ 91J____ | | ||=========================================================================|| | 3No25 H 346.| 0.TO 3500| | | | | | 10*12c/c173 | | | | | | | | | 2No25 H |54.| 0.TO 3500| | | | | ||=========================================================================|| | | |___________________________________________________________________________| ___________ ___________ ___________ ___________ ___________ | | | | | | | | | | | ooo | | ooo | | ooo | | ooo | | ooo | | 3#25 | | 3#25 | | 3#25 | | 3#25 | | 3#25 | | | | | | | | | | | | 2#25 | | 2#25 | | 2#25 | | 2#25 | | 2#25 | | oo | | oo | | oo | | oo | | oo | | | | | | | | | | | |___________| |___________| |___________| |___________| |___________| STAAD SPACE -- PAGE NO. 69 ===================================================================== BEAM NO. 104 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3500. MM FY - 414. FC - 25. MPA, SIZE - 300. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 54. 2 - 25MM 0. 3500. YES YES 2 346. 2 - 25MM 0. 3500. YES YES B E A M N O. 104 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 34.99 KNS Vc= 82.50 KNS Vs= 0.00 KNS Tu= 0.23 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET LOAD 16 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 12 MM 2-LEGGED STIRRUPS AT 173. MM C/C FOR 1404. MM AT END SUPPORT - Vu= 1.28 KNS Vc= 84.80 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 3.2 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. ___ 33J____________________ 3500X 300X 400_____________________ 92J____ | | ||=========================================================================|| | 2No25 H 346.| 0.TO 3500| | | | | | 10*12c/c173 | | | | | | | | | 2No25 H |54.| 0.TO 3500| | | | | ||=========================================================================|| | | |___________________________________________________________________________| ___________ ___________ ___________ ___________ ___________ | | | | | | | | | | | oo | | oo | | oo | | oo | | oo | | 2#25 | | 2#25 | | 2#25 | | 2#25 | | 2#25 | | | | | | | | | | | | 2#25 | | 2#25 | | 2#25 | | 2#25 | | 2#25 | | oo | | oo | | oo | | oo | | oo | | | | | | | | | | | |___________| |___________| |___________| |___________| |___________| STAAD SPACE -- PAGE NO. 70 =====================================================================

Doc. No. 4544-CAL-CEI-019-050-0001


Fecha. 24/06/15

BEAM NO. 105 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3000. MM FY - 414. FC - 25. MPA, SIZE - 300. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 54. 2 - 25MM 0. 3000. YES YES 2 346. 2 - 25MM 0. 3000. YES YES B E A M N O. 105 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 99.03 KNS Tu= 25.2 KN-MET Vc= 86.4 KNS, ACI 318:CLAUSE 11.6.3.1 LOAD 17 TORSION VALUE TOO HIGH, INCREASE MEMBER SIZE. AT END SUPPORT - Vu= 1.27 KNS Vc= 82.04 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 3.2 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. ___ 37J____________________ 3000X 300X 400_____________________ 93J____ | | ||=========================================================================|| | 2No25 H 346. 0.TO 3000 | | | | 2No25 H 54. 0.TO 3000 | ||=========================================================================|| | | |___________________________________________________________________________| ___________ ___________ ___________ ___________ ___________ | | | | | | | | | | | oo | | oo | | oo | | oo | | oo | | 2#25 | | 2#25 | | 2#25 | | 2#25 | | 2#25 | | | | | | | | | | | | 2#25 | | 2#25 | | 2#25 | | 2#25 | | 2#25 | | oo | | oo | | oo | | oo | | oo | | | | | | | | | | | |___________| |___________| |___________| |___________| |___________| ===================================================================== BEAM NO. 106 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3000. MM FY - 414. FC - 25. MPA, SIZE - 300. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ STAAD SPACE -- PAGE NO. 71 1 54. 2 - 25MM 0. 3000. YES YES 2 346. 2 - 25MM 0. 3000. YES YES B E A M N O. 106 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 5.26 KNS Vc= 89.21 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 3.2 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. AT END SUPPORT - Vu= 1.27 KNS Vc= 82.04 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 3.2 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED.

Doc. No. 4544-CAL-CEI-019-050-0001


Fecha. 24/06/15

___ 38J____________________ 3000X 300X 400_____________________ 94J____ | | ||=========================================================================|| | 2No25 H 346. 0.TO 3000 | | | | 2No25 H 54. 0.TO 3000 | ||=========================================================================|| | | |___________________________________________________________________________| ___________ ___________ ___________ ___________ ___________ | | | | | | | | | | | oo | | oo | | oo | | oo | | oo | | 2#25 | | 2#25 | | 2#25 | | 2#25 | | 2#25 | | | | | | | | | | | | 2#25 | | 2#25 | | 2#25 | | 2#25 | | 2#25 | | oo | | oo | | oo | | oo | | oo | | | | | | | | | | | |___________| |___________| |___________| |___________| |___________| ===================================================================== BEAM NO. 107 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3000. MM FY - 414. FC - 25. MPA, SIZE - 300. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 54. 2 - 25MM 0. 3000. YES YES 2 346. 2 - 25MM 0. 3000. YES YES B E A M N O. 107 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 5.39 KNS Vc= 86.82 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 3.2 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. STAAD SPACE -- PAGE NO. 72 AT END SUPPORT - Vu= 1.14 KNS Vc= 82.00 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 3.2 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. ___ 39J____________________ 3000X 300X 400_____________________ 95J____ | | ||=========================================================================|| | 2No25 H 346. 0.TO 3000 | | | | 2No25 H 54. 0.TO 3000 | ||=========================================================================|| | | |___________________________________________________________________________| ___________ ___________ ___________ ___________ ___________ | | | | | | | | | | | oo | | oo | | oo | | oo | | oo | | 2#25 | | 2#25 | | 2#25 | | 2#25 | | 2#25 | | | | | | | | | | | | 2#25 | | 2#25 | | 2#25 | | 2#25 | | 2#25 | | oo | | oo | | oo | | oo | | oo | | | | | | | | | | | |___________| |___________| |___________| |___________| |___________|

Doc. No. 4544-CAL-CEI-019-050-0001


Fecha. 24/06/15

Se ha propuesto para la trabe T-1 una seccin rectangular de 40x30 cm, se unificara con un armado de 3#8 superior y 3#8 inferior para un total de 6 varillas del # 8, cuya rea de acero es de 3042 mm2 la cual es mayor al reas de acero solicitada en el diseo del programa Staad para cada elemento trabe.

Fig. 7.6 Diseo de trabe T-1 seccion 40x30cm (6 varillas del #8 / e. #4 a cada 15cm)

Doc. No. 4544-CAL-CEI-019-050-0001


Fecha. 24/06/15

7.6 DISEO DE TRABE T-2 ===================================================================== BEAM NO. 43 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 1750. MM FY - 414. FC - 25. MPA, SIZE - 300. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 54. 2 - 25MM 0. 1750. YES YES 2 346. 3 - 25MM 0. 1750. YES YES B E A M N O. 43 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 151.57 KNS Vc= 92.92 KNS Vs= 109.17 KNS Tu= 2.61 KN-MET Tc= 3.6 KN-MET Ts= 0.0 KN-MET LOAD 26 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 12 MM 2-LEGGED STIRRUPS AT 173. MM C/C FOR 529. MM AT END SUPPORT - Vu= 34.03 KNS Vc= 83.23 KNS Vs= 0.00 KNS Tu= 23.23 KN-MET Tc= 3.5 KN-MET Ts= 31.0 KN-MET LOAD 24 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 12 MM 2-LEGGED STIRRUPS AT 139. MM C/C FOR 529. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 6.55 SQ.CM. STAAD SPACE -- PAGE NO. 74 ___ 55J____________________ 1749X 300X 400_____________________ 77J____ | | ||=========================================================================|| | 3No25 H 346. 0.TO 1750| | | | | | | | | 5*12c/c173 | | | | | | 5*12c/c139 | | | 2No25 H |54. 0.TO 1750| | | | | | | | ||=========================================================================|| | | |_________________________________________________________________________

4544-cal-cei-019-050-0001

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