Informe Centro Cultural La Roldos Edf2
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Transcript of Informe Centro Cultural La Roldos Edf2
DISTRITO METROPOLITANO DE QUITO
ADMINISTRACIÓN ZONAL LA DELICIA
PROYECTO:
CENTRO CULTURAL LA ROLDOS-PISULI FASE I
MEMORIA DE CÁLCULO
EDIFICIO 2
DISEÑO ESTRUCTURAL
ING. PATRICIO CASTILLO
UBICACIÓN: PARROQUIA COTOCOLLAO
BARRIO LA ROLDÓS
MAYO 2012
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TABLA DE CONTENIDO
1. ANTECEDENTES .................................................................................................................................... 3
2. DESCRIPCIÓN GENERAL DEL PROYECTO ............................................................................................... 3
3. DESCRIPCIÓN ESTRUCTURAL ................................................................................................................ 4
4. PROPIEDADES DE LOS MATERIALES ..................................................................................................... 5
5. CARGAS DE DISEÑO UTILIZADAS .......................................................................................................... 6
6. ANÁLISIS ESTRUCTURAL ....................................................................................................................... 8
6.1 RELACIÓN DE MASAS EN LA PARTICIPACIÓN MODAL ................................................................ 10
6.2 CHEQUEO DE DERIVAS ............................................................................................................... 11
7. DISEÑO ESTRUCTURAL ....................................................................................................................... 13
7.1 ANÁLISIS COMBINADO DE ESTADOS DE CARGA ........................................................................ 13
7.2 DISEÑO DE LA ESTRUCTURA METÁLICA ..................................................................................... 14
8. DISEÑO DE LA CIMENTACIÓN ............................................................................................................. 15
ANEXOS
ANEXO 1 : DETALLE DEL ANÁLISIS ESTRUCTURAL
ANEXO 2 : DETALLE DEL DISEÑO EN HORMIGÓN ARMADO
ANEXO 3 : DETALLE DEL ANÁLISIS Y DISEÑO DE LA CIMENTACIÓN
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MEMORIA DESCRIPTIVA DEL ANÁLISIS
Y DISEÑO ESTRUCTURAL
1. ANTECEDENTES El presente documento tiene como propósito demostrar el análisis y diseño estructural sismo resistente de una estructura en hormigón armado.
Por los requerimientos urbanos y sociales, de acuerdo a las circunstancias actuales; el Municipio del Distrito Metropolitano de Quito mediante La Administración Zonal La Delicia, decidió diseñar y construir una estructura en hormigón armado que sirva como Centro Cultural, ubicada en la Parroquia Cotocollao, Barrio La Roldós en el norte del Distrito Metropolitano de Quito; por lo que decidió contratar mediante concurso público, a través del sistema nacional de compras públicas, el análisis y diseño estructural de la estructura, mediante contrato No. 004‐CDC‐AZLD‐2012, el cual fue adjudicado al Ing. Patricio Castillo, ingeniero civil especializado en cálculo estructural sismo resistente.
2. DESCRIPCIÓN GENERAL DEL PROYECTO De acuerdo al requerimiento arquitectónico se ha concebido una estructura de forma rectangular, por razones estructurales se la dividió en dos. El edificio 2 está destinado principalmente para ser una sala de auditorio, una sala de música y una de reuniones. Es una estructura que tiene una losa de entre piso (parcial) y otra de techo. El acceso a la losa de entre piso es una rampa inclinada. Las dimensiones de la estructura son: largo = 24.00 m, ancho = 14.00 m y altura de entre piso = 3.80 m en el sector donde no se ubica la sala de auditorio, donde la altura libre en el punto más alto es de 7.30 m y en el punto más bajo de 5.40 m.
A continuación se presentan esquemas tridimensionales de la estructura mencionada.
Fig. 1: Isometría Estructural
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Fig. 2: Fachada Frontal
Fig. 3: Fachada Lateral
3. DESCRIPCIÓN ESTRUCTURAL Se trata de un sistema estructural de pórticos espaciales sismo resistente, conformado por columnas y vigas; tanto en sentido “Y” como “X”, conformando ejes ortogonales entre sí. El sistema plantea la formación de nudos semi‐rígidos en la unión de columnas con vigas, para así formar rótulas plásticas en la viga y poder asegurar el fiel cumplimiento a la filosofía de diseño sismo resistente planteada por el Código Ecuatoriano de la Construcción.
Tanto la losa de entre piso como la losa de cubierta, son losas bi‐direccionales alivianadas, mediante casetones o bloques de alivianamiento de 40x40x20 cm. La losas tienen un peralte de 25.00 cm, compuestas por una loseta de hormigón de 5.00 cm de alto y nervios, con refuerzo tanto positivo como negativo en su interior, de 20.00 cm de alto y 10.00 cm de ancho. Las losas están apoyadas en las vigas que se unen a las columnas.
Las columnas a su vez, descargan todos los esfuerzos sobre plintos de hormigón armado. Estos por su parte transmiten las cargas al suelo, de forma adecuada y uniforme; salvaguardando la integridad física tanto de la estructura como del suelo de cimentación.
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5. CARGAS DE DISEÑO UTILIZADAS Las cargas utilizadas fueron:
Carga Muerta : Peso propio de los materiales
Carga Viva : Variable de acuerdo al uso del espacio dentro de la edificación
Carga Muerta Adicional : 100 kg/m2 para losa entre piso y 50 kg/m2 para losa de cubierta.
Cargas por sismo estático : Coeficiente de cortante basal = 0.1733 V tanto para el sentido “X” como para el sentido “Y”.
Cargas por espectro de respuesta sísmica (ver detalle de cálculo en la sección 7).
A continuación se presenta una tabla con las asignaciones de carga a los elementos tipo losa; pertenecientes a la estructura.
CASO PISO ELEMENTO DE ÁREA
TIPO DE ELEMENTO DIRECCIÓN
CARGA Kg/m2
CV P2 F25 Floor Gravity 100.0000 CV P2 F26 Floor Gravity 100.0000 CV P2 F27 Floor Gravity 100.0000 CV P2 F28 Floor Gravity 100.0000 CV P2 F29 Floor Gravity 100.0000 CV P2 F30 Floor Gravity 100.0000 CV P2 F31 Floor Gravity 100.0000 CV P2 F32 Floor Gravity 100.0000 CV P1 F16 Floor Gravity 450.0000 CV P1 F17 Floor Gravity 450.0000 CV P1 F18 Floor Gravity 450.0000 CV P1 F20 Floor Gravity 205.0000 CV P1 F21 Floor Gravity 205.0000 CV P1 F22 Floor Gravity 450.0000 CV P1 F24 Floor Gravity 450.0000 CV P1 F29 Floor Gravity 450.0000 CMA P2 F25 Floor Gravity 50.0000 CMA P2 F26 Floor Gravity 50.0000 CMA P2 F27 Floor Gravity 50.0000 CMA P2 F28 Floor Gravity 50.0000 CMA P2 F29 Floor Gravity 50.0000 CMA P2 F30 Floor Gravity 50.0000 CMA P2 F31 Floor Gravity 50.0000 CMA P2 F32 Floor Gravity 50.0000 CMA P1 F16 Floor Gravity 100.0000 CMA P1 F17 Floor Gravity 100.0000 CMA P1 F18 Floor Gravity 100.0000 CMA P1 F20 Floor Gravity 100.0000 CMA P1 F21 Floor Gravity 100.0000 CMA P1 F22 Floor Gravity 100.0000 CMA P1 F24 Floor Gravity 100.0000 CMA P1 F29 Floor Gravity 100.0000 CV P1 R5 Ramp Gravity 450.0000 CV PT R6 Ramp Gravity 450.0000 CMA P1 R5 Ramp Gravity 100.0000 CMA PT R6 Ramp Gravity 100.0000
A continuación se presenta figuras con las asignaciones de carga en los elementos tipo losa.
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Fig. 5: Piso 1 – Carga Viva
Fig. 6: Piso 1 – Carga Muerta Adicional
Fig. 7: Piso 2 – Carga Viva
Fig. 8: Piso 2 – Carga Muerta Adicional
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6. ANÁLISIS ESTRUCTURAL Para el análisis estructural de la edificación se contempla un análisis riguroso, que permita evaluar si la capacidad de los elementos estructurales propuestos en el pre‐diseño y posterior diseño son los adecuados para resistir las condiciones más desfavorables que puedan presentarse durante la vida útil de la estructura.
Como efectos principales se ha considerado solicitaciones debidas a cargas verticales (permanentes y sobrecargas accidentales, análisis modal espectral). El análisis y diseño estructural cumple con las especificaciones del Código Ecuatoriano de la construcción CEC 2001, ACI 318‐05.
Para el análisis y diseño estructural se utilizó la ayuda del programa computacional ETABS v.9.7; que permitió realizar el análisis de diversos modelos estructurales, hasta conseguir las mejores condiciones en lo que respecta a los esfuerzos y desplazamientos de la estructura, previo al proceso de diseño estructural.
CALCULO DEL ESPECTRO SÍSMICO DE RESPUESTA
DATOS
Tipo de Edificación: Estructura de Hormigón Armado Para Centro Cultural
Ubicación: Sector La Roldós, Quito ‐ Ecuador
Destino de la Edificación: Centro Cultural
1.‐ Factor en Función de la Zona Sísmica (Z)
I 0.15
ZONA: IV II 0.25
FACTOR: 0.40 III 0.30
IV 0.40
2.‐ Tipo de Uso, Destino e Importancia de la Estructura
I = 1.30
3.‐ Coeficiente del Suelo S y Coeficiente Cm
a) Periodo de vibración de la estructura (T)
Ct = 0.09 Pórticos de acero
Ct = 0.08 Pórticos espaciales de H.A.
Ct = 0.08 Ct = 0.06 Pórticos espaciales de H.A. con muros
b) Altura máxima de la edificación de n pisos, medida desde la base de la estructura (hn)
hn = 7.60 m
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T = 0.3662 seg
c) Perfil del suelo Perfil Tipo S Cm
S = 1.2 S1 1.0 2.5
Cm = 3 S2 1.2 3.0
S3 1.5 2.8
C = 4.248 S4 2.0 2.5
4.‐ Coeficiente de Reducción de Respuesta Estructural ( R )
R = 9.00
5.‐ Irregularidades en Planta (ΦP)
a) Irregularidad torsional no 1.00 ΦPA= 1.00
b) Retrocesos excesivos no 1.00
c) Discontinuidades en el sistema piso no 1.00
d) Desplazamiento planos de acción no 1.00 ΦPB= 1.00
e) Ejes no paralelos no 1.00
Φp = 1.00
6.‐ Irregularidades en Elevación (ΦE)
Pórtico espacial y pórticos con vigas banda? no
Sistemas duales o con diagonales? si
1. Piso blando no 1.00 ΦEA= 1.00
2. Distribución de masas no 1.00
3. Irregularidad geométrica no 1.00 ΦEB= 1.00
4. Desalineamientos en ejes verticales no 1.00
5. Piso débil no 1.00 ΦEC= 1.00
ΦE = 1.00
7.‐ Datos para el cortante basal y espectro de respuesta
Z = 0.4
I = 1.30
C = 3.00
ΦE = 1.00
ΦP = 1.00
R= 9.00
V = 0.1733 W
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PRIMER CHEQUEO DEL ANÁLISIS ESTRUCTURAL
6.1 RELACIÓN DE MASAS EN LA PARTICIPACIÓN MODAL
Mode Period RX RY RZ SumRX SumRY SumRZ
1 0.4553055 99.50805 1.096623E‐02 0.021626 99.50805 1.096623E‐02 0.021626
2 0.3178472 4.968355E‐03 93.24791 5.047766 99.51302 93.25887 5.069392
3 0.2925748 1.558706E‐02 3.84456 74.7523 99.52861 97.10343 79.82169
4 0.122333 5.028507E‐02 2.026711E‐03 1.449598 99.5789 97.10546 81.27129
5 8.425277E‐02 3.359088E‐04 3.004545E‐03 3.486285E‐02 99.57923 97.10847 81.30616
6 7.889047E‐02 1.897161E‐03 1.592068 3.514947 99.58112 98.70053 84.82111
7 7.211542E‐02 0.0151323 0.447263 4.177613 99.59626 99.1478 88.99872
8 6.445125E‐02 6.469078E‐03 1.145588E‐03 0.6408916 99.60273 99.14894 89.63961
9 6.223976E‐02 0.1311971 0.2845409 0.6097378 99.73392 99.43348 90.24934
10 5.113736E‐02 4.925997E‐03 4.630778E‐04 0.2145717 99.73885 99.43394 90.46392
11 4.823881E‐02 0.156769 2.715253E‐02 4.916472 99.89561 99.4611 95.38039
12 0.0425219 1.924769E‐03 3.313783E‐03 3.124966E‐03 99.89754 99.46441 95.38351
Para el primer y segundo modo de vibración se cumple que: ∑Rx + ∑Ry ≥ 90
0.0
0.1
0.2
0.3
0.4
0.5
0.6
0.7
0.8
0.9
1.0
1.1
1.2
1.3
1.4
1.5
1.6
1.7
0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0
Ca
PERÍODO T (seg)
ESPECTRO ELÁSTICO vs ESPECTRO INELÁSTICO
Elastico
Inelástico
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6.2 CHEQUEO DE DERIVAS
Se comprueba que las derivas de piso no sean mayor a: Δmax = 0.02
Para este caso R = 9
A lo largo del análisis se realizó ajustes, tanto en los factores de mayoración del sismo estático calculado por el programa y el sismo estático calculado a mano, y posteriormente se ajusto los factores del espectro de respuesta de diseño con el sismo estático.
A continuación se presentan los cálculos de ajuste de los mencionados factores.
Coeficiente del Cortante Basal Inicial Calculado: V= 0.1733 * W
1. ‐ Story Shears sin Corrección:
Story Load Loc P VX VY
P1 CM Top 306.59 ‐4.8391E‐08 2.619E‐11
P1 CM Bottom 339.26 ‐4.8391E‐08 2.6273E‐11
P1 CV Top 85.93 ‐5.8712E‐08 ‐3.9447E‐11
P1 CV Bottom 97.23 ‐5.8712E‐08 ‐3.934E‐11
P1 CMA Top 29.57 ‐1.1767E‐08 ‐5.3344E‐12
P1 CMA Bottom 32.09 ‐1.1767E‐08 ‐5.3445E‐12
P1 SXE Top 0.00 ‐66.63266 5.8829E‐11
P1 SXE Bottom 0.00 ‐66.63266 5.889E‐11
P1 SYE Top 0.00 ‐6.7155E‐08 ‐66.63266
P1 SYE Bottom 0.00 ‐6.7155E‐08 ‐66.63266
P1 SXD Top 0.00 58.21642 1.287188
P1 SXD Bottom 0.00 58.21642 1.287188
P1 SYD Top 0.00 1.420835 66.61304
P1 SYD Bottom 0.00 1.420835 66.61304
X Y Z
P2 Max Drift X SXE 989 2640 0 760 0.00196867 0.01772
P2 Max Drift Y SXE 246 2990 1370 760 5.6018E‐05 0.00050
P2 Max Drift X SYE 229 0 0 760 2.0667E‐05 0.00019
P2 Max Drift Y SYE 1219 2990 60 760 0.0022369 0.02013
P2 Max Drift X SXD 996 2140 0 760 0.00206964 0.01863
P2 Max Drift Y SXD 231 0 1370 760 0.00035337 0.00318
P2 Max Drift X SYD 1034 40 0 760 0.00010052 0.00090
P2 Max Drift Y SYD 1207 2990 160 760 0.00246863 0.02222
P1 Max Drift X SXE 229 0 0 380 0.00189529 0.01706
P1 Max Drift Y SXE 1231 155 940 380 0.00012256 0.00110
P1 Max Drift X SYE 229 0 0 380 3.7339E‐05 0.00034
P1 Max Drift Y SYE 609 2990 710 380 0.00195996 0.01764
P1 Max Drift X SXD 229 0 0 380 0.00196754 0.01771
P1 Max Drift Y SXD 604 0 710 380 0.0003611 0.00325
P1 Max Drift X SYD 229 0 0 380 0.00010758 0.00097
P1 Max Drift Y SYD 609 2990 710 380 0.00212613 0.01914
ΔYPISO ITEM CARGA PUNTOCOORDENADAS
DERIVA X DERIVA Y ΔX
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1.1 ‐ Peso Reactivo de la Estructura 1: Carga Muerta (CM): 339.26 ton
Carga permanente (CMA): 32.09 ton Otra (CMO): 0.00 ton
W = 371.35 ton
1.2 ‐ Cortante Basal Calculado tanto para "x" como para "y": V= 64.367 ton
1.3 ‐ Cortante Basal 1 Calculado por el Programa: Vx= ‐66.633 ton
Vy= ‐66.633 ton
1.4 ‐ Factor de Corrección 1:
fc1x = ‐0.966
fc1y = ‐0.966
2. ‐ Story Shears Corregido Basal Estático:
Story Load Loc P VX VY
P1 CM Top 306.59 ‐4.8391E‐08 2.619E‐11
P1 CM Bottom 339.26 ‐4.8391E‐08 2.6273E‐11
P1 CV Top 85.93 ‐5.8712E‐08 ‐3.9447E‐11
P1 CV Bottom 97.23 ‐5.8712E‐08 ‐3.934E‐11
P1 CMA Top 29.57 ‐1.1767E‐08 ‐5.3344E‐12
P1 CMA Bottom 32.09 ‐1.1767E‐08 ‐5.3445E‐12
P1 SXE Top 0.00 ‐64.36179 5.6336E‐11
P1 SXE Bottom 0.00 ‐64.36179 5.6467E‐11
P1 SYE Top 0.00 ‐6.4866E‐08 ‐64.36179
P1 SYE Bottom 0.00 ‐6.4866E‐08 ‐64.36179
P1 SXD Top 0.00 58.21642 1.287188
P1 SXD Bottom 0.00 58.21642 1.287188
P1 SYD Top 0.00 1.420835 66.61304
P1 SYD Bottom 0.00 1.420835 66.61304
2. ‐ Peso Reactivo Corregido de la Estructura:
Carga Muerta (CM): 339.26 ton
Carga permanente (CMA): 32.09 ton
Otra (CMO): 0.00 ton
W = 371.35 ton
2.1 ‐ Cortante Basal Calculado tanto para "x" como para "y":
V= 64.367 ton
2.2 ‐ Cortante Basal 2 Calculado por el Programa:
Vx= ‐64.362 ton Vy= ‐64.362 ton
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2.3 ‐ Factor de Corrección 2:
fc1x = ‐1.000
fc1y = ‐1.000
3 ‐ Factor de Corrección 3 para Cortante Basal Dinámico:
fc3x = ‐1.106
fc3y = ‐0.966
4. ‐ Story Shears Corregido Basal Dinámico:
Story Load Loc P VX VY
P1 CM Top 306.59 ‐4.8391E‐08 2.619E‐11
P1 CM Bottom 339.26 ‐4.8391E‐08 2.6273E‐11
P1 CV Top 85.93 ‐5.8712E‐08 ‐3.9447E‐11
P1 CV Bottom 97.23 ‐5.8712E‐08 ‐3.934E‐11
P1 CMA Top 29.57 ‐1.1767E‐08 ‐5.3344E‐12
P1 CMA Bottom 32.09 ‐1.1767E‐08 ‐5.3445E‐12
P1 SXE Top 0.00 ‐64.36179 5.6336E‐11
P1 SXE Bottom 0.00 ‐64.36179 5.6467E‐11
P1 SYE Top 0.00 ‐6.4866E‐08 ‐64.36179
P1 SYE Bottom 0.00 ‐6.4866E‐08 ‐64.36179
P1 SXD Top 0.00 64.3876 1.423635
P1 SXD Bottom 0.00 64.3876 1.423635
P1 SYD Top 0.00 1.372529 64.34831
P1 SYD Bottom 0.00 1.372529 64.34831
4. ‐ Cortante Basal Dinámico Calculado por el Programa:
Vx= 64.388 ton Vy= 64.348 ton
4.1 ‐ Factor de Corrección para el Corte Basal Dinámico:
fc4x = ‐1.000 ok
fc4y = ‐1.000 ok
VER ANEXO 1 para un detalle completo del análisis estructural.
7. DISEÑO ESTRUCTURAL
7.1 ANÁLISIS COMBINADO DE ESTADOS DE CARGA En la fase inicial del análisis estructural, una vez que se ha obtenido un modelo satisfactorio; se determinan los momentos, esfuerzos cortantes y esfuerzos axiales en los elementos
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estructurales para los diversos estados de carga y sus respectivas combinaciones, para luego con estos datos pasar a la fase de diseño estructural.
7.2 DISEÑO DE LA ESTRUCTURA METÁLICA
El análisis y diseño de la estructura en hormigón armado, se rige a la especificación para el diseño de elementos estructurales de hormigón armado ACI 318‐05S. El diseño está fundamentado en la teoría de última resistencia, con las combinaciones de carga correspondientes especificadas por el código en uso.
El hormigón armado es un material estructural en el que se integran las propiedades del hormigón simple y del acero de refuerzo. Para que se produzca ese trabajo integrado es necesario que ambos materiales básicos estén íntimamente unidos e interaccionen a través de las fuerzas de adherencia que se desarrollan en sus superficies de contacto.
Debido a la integración de los materiales (hormigón simple y acero), cuando actúan cargas sobre el hormigón armado, las deformaciones en el acero son similares a las deformaciones del hormigón simple que rodea a las varillas, hecho que ha sido verificado experimentalmente [ACI 10.2.1]. Inclusive cuando el hormigón simple se fisura a causa de exceso de solicitaciones de tracción, en las zonas próximas a esas fisuras se cumple, en promedio, el principio de compatibilidad de deformaciones.
Mientras el acero tiene un comportamiento similar a tracción y a compresión (cuando esta confinado), el hormigón tiene un comportamiento muy diferenciado bajo los 2 tipos de solicitaciones. El hormigón resiste a tracción el 10% o menos de su capacidad a la compresión, e inmediatamente se fisura y deja de soportar cargas [ACI 10.2.5].
Cuando los elementos están sometidos a flexión, parte de las fibras de hormigón armado están solicitadas a compresión y parte a esfuerzos de tracción, con una variación de deformaciones unitarias y de esfuerzos, por lo que los criterios esgrimidos en los dos numerales previos deben ser tomados en consideración simultáneamente.
Al diseñar la estructura se realiza una comparación entre la magnitud de las solicitaciones y la capacidad resistente. En principio, la capacidad resistente debe ser mayor en un cierto porcentaje que la magnitud de las solicitaciones, de modo que el trabajo de la estructura tenga un nivel apropiado de confiabilidad en cuanto al comportamiento, ante las cargas reales de diseño.
Esa diferencia entre las solicitaciones externas y la capacidad resistente interna es la que proporciona los diferentes niveles de seguridad a la estructura. Los estados de carga que actúan permanente o frecuentemente sobre la estructura (cargas gravitacionales) tendrán niveles de seguridad algo más altos que los estados de carga que ocurren muy ocasionalmente (sismos o vientos).
En el diseño por capacidad resistente, las solicitaciones que actúan sobre la estructura se mayoran mediante factores apropiados para que las acciones exteriores sean comparables con la capacidad resistente de la estructura, del elemento estructural o de la sección específica de un elemento estructural.
Se consigue un diseño apropiado cuando la magnitud de las Solicitaciones Mayoradas no supera a la Capacidad Resistente
RVA Consultores Memoria de Cálculo – Centro Cultural La Roldós
2012005-30-ST-XLS-01 Página 15
Parámetros de Diseño para Hormigón Armado
Consider Minimum Eccentricity = Yes Number of Interaction Curves = 24 Number of Interaction Points = 11
Pattern Live Load Factor = 0.750 Utilization Factor Limit = 0.950
Phi (Tension Controlled) = 0.900 Phi (Comp. Controlled Tied) = 0.650
Phi (Comp. Controlled Spiral) = 0.700 Phi (Shear and/or Torsion) = 0.750
Phi (Shear Seismic) = 0.600 Phi (Shear Joint) = 0.850
VER ANEXO 2 para un detalle completo del diseño estructural en hormigón.
8. DISEÑO DE LA CIMENTACIÓN Para el diseño de la cimentación se tomaron los datos obtenidos del estudio de suelos, en el cual se estableció una capacidad portante del suelo de 10.00 T/m2 y una profundidad de desplante de 2.00 m de profundidad. Para un detalle de las características del suelo de fundación referirse al respectivo estudio de suelos. En base a este estudio y de acuerdo al análisis estructural se procedió a modelar y diseñar la cimentación de la estructura.
Table: Soil Pressures - Enveloping Summary
Panel OutputItem SurfPress OutputCase CaseType GlobalX GlobalY
Tonf/m2 m m
1 MaxPress 2.739 SYE LinStatic 0.00000 0.75000
1 MinPress -9.794 CIM Combination 0.00000 0.75000
2 MaxPress 0.200 SYE LinStatic 0.00000 7.10000
2 MinPress -7.864 CIM Combination 0.00000 7.10000
3 MaxPress 0.200 SYE LinStatic 0.00000 8.10000
3 MinPress -7.864 CIM Combination 0.00000 8.10000
4 MaxPress 0.997 SXE LinStatic 0.00000 13.70000
4 MinPress -9.605 CIM Combination 5.00000 13.70000
5 MaxPress 0.313 SYE LinStatic 6.00000 0.62500
5 MinPress -9.540 CIM Combination 6.00000 0.62500
8 MaxPress -0.295 SXE LinStatic 11.00000 13.70000
8 MinPress -9.605 CIM Combination 6.00000 13.70000
9 MaxPress 0.254 SYE LinStatic 12.00000 0.62500
9 MinPress -9.437 CIM Combination 12.00000 0.62500
12 MaxPress -0.295 SXE LinStatic 12.00000 13.70000
12 MinPress -9.349 CIM Combination 12.00000 13.70000
13 MaxPress 0.381 SYE LinStatic 17.37500 0.62500
13 MinPress -8.335 CIM Combination 17.37500 0.62500
RVA Consultores Memoria de Cálculo – Centro Cultural La Roldós
2012005-30-ST-XLS-01 Página 16
Table: Soil Pressures - Enveloping Summary
Panel OutputItem SurfPress OutputCase CaseType GlobalX GlobalY
Tonf/m2 m m
14 MaxPress 0.388 SYE LinStatic 17.25000 7.10000
14 MinPress -8.599 CIM Combination 17.25000 7.10000
15 MaxPress 0.505 SXE LinStatic 17.00000 11.00000
15 MinPress -8.754 CIM Combination 17.00000 11.00000
16 MaxPress 0.505 SXE LinStatic 17.00000 12.00000
16 MinPress -8.754 CIM Combination 17.00000 12.00000
17 MaxPress 0.985 SYE LinStatic 23.00000 0.75000
17 MinPress -8.795 CIM Combination 23.00000 0.75000
18 MaxPress 1.328 SYE LinStatic 22.75000 7.10000
18 MinPress -8.599 CIM Combination 18.00000 7.10000
19 MaxPress 4.822 SYE LinStatic 23.00000 11.00000
19 MinPress -8.754 CIM Combination 18.00000 11.00000
20 MaxPress 4.822 SYE LinStatic 23.00000 11.75000
20 MinPress -8.780 CIM Combination 23.00000 13.70000
En la tabla anterior se puede apreciar tanto el hecho que no existe tracción en el suelo como que todas las presiones sobre el mismo; para los diferentes estados de carga, son menores a 10.00 T/m2.
VER ANEXO 3 para un detalle completo del diseño de la cimentación.
______________________
Ing. Patricio Castillo
ANEXOS
1. DETALLE DEL ANÁLISIS ESTRUCTURAL
2. DETALLE DEL DISEÑO EN HORMIGÓN
ARMADO
3. DETALLE DEL ANÁLISIS Y DISEÑO DE LA
CIMENTACIÓN
ANEXO
DETALLE DEL ANÁLISIS
ESTRUCTURAL
ETABS® v9.7.2 – Análisis Estructural Unidades: Ton‐m Anexo – 1
1
ETABS v9.7.2 File:CC ROLDOS TEATRO 5 Units:Ton-m junio 25, 2012 22:07 PAGE 1
PROJECT INFORMATION
Company Name = AECON AG CONSTRUCTORES S.A.
ETABS v9.7.2 File:CC ROLDOS TEATRO 5 Units:Ton-m junio 25, 2012 22:07 PAGE 2
S T O R Y D A T A
STORY SIMILAR TO HEIGHT ELEVATION
P2 P1 3.800 7.600
P1 None 1.900 3.800
PT P1 1.900 1.900
BASE None 0.000
ETABS v9.7.2 File:CC ROLDOS TEATRO 5 Units:Ton-m junio 25, 2012 22:07 PAGE 3
S T A T I C L O A D C A S E S
STATIC CASE AUTO LAT SELF WT NOTIONAL NOTIONAL
CASE TYPE LOAD MULTIPLIER FACTOR DIRECTION
CM DEAD N/A 1.0000
CV LIVE N/A 0.0000
CMA DEAD N/A 0.0000
SXE QUAKE USER_COEFF 0.0000
SYE QUAKE USER_COEFF 0.0000
ETABS v9.7.2 File:CC ROLDOS TEATRO 5 Units:Ton-m junio 25, 2012 22:07 PAGE 4
R E S P O N S E S P E C T R U M C A S E S
RESP SPEC CASE: SXD
BASIC RESPONSE SPECTRUM DATA
MODAL DIRECTION MODAL SPECTRUM TYPICAL
COMBO COMBO DAMPING ANGLE ECCEN
CQC SRSS 0.0500 0.0000 0.0000
RESPONSE SPECTRUM FUNCTION ASSIGNMENT DATA
DIRECTION FUNCTION SCALE FACT
U1 F1 12.0000
U2 ---- N/A
UZ ---- N/A
ETABS® v9.7.2 – Análisis Estructural Unidades: Ton‐m Anexo – 1
2
RESP SPEC CASE: SYD
BASIC RESPONSE SPECTRUM DATA
MODAL DIRECTION MODAL SPECTRUM TYPICAL
COMBO COMBO DAMPING ANGLE ECCEN
CQC SRSS 0.0500 0.0000 0.0000
RESPONSE SPECTRUM FUNCTION ASSIGNMENT DATA
DIRECTION FUNCTION SCALE FACT
U1 ---- N/A
U2 F1 10.9738
UZ ---- N/A
ETABS v9.7.2 File:CC ROLDOS TEATRO 5 Units:Ton-m junio 25, 2012 22:07 PAGE 5
A U T O S E I S M I C U S E R C O E F F I C I E N T
Case: SXE
AUTO SEISMIC INPUT DATA
Direction: X
Typical Eccentricity = 5%
Eccentricity Overrides: No
Period Calculation: Program Calculated
Ct = 0.035 (in feet units)
Top Story: P2
Bottom Story: BASE
C = 0.1635438
K = 1
AUTO SEISMIC CALCULATION FORMULAS
V = C W
AUTO SEISMIC CALCULATION RESULTS
W Used = 395.10
V Used = 0.1635W = 64.62
ETABS® v9.7.2 – Análisis Estructural Unidades: Ton‐m Anexo – 1
3
AUTO SEISMIC STORY FORCES
STORY FX FY FZ MX MY MZ
P2 46.72 0.00 0.00 0.000 0.000 -315.633
P1 15.71 0.00 0.00 0.000 0.000 -90.780
PT 2.18 0.00 0.00 0.000 0.000 -20.270
ETABS v9.7.2 File:CC ROLDOS TEATRO 5 Units:Ton-m junio 25, 2012 22:07 PAGE 6
A U T O S E I S M I C U S E R C O E F F I C I E N T
Case: SYE
AUTO SEISMIC INPUT DATA
Direction: Y
Typical Eccentricity = 5%
Eccentricity Overrides: No
Period Calculation: Program Calculated
Ct = 0.035 (in feet units)
Top Story: P2
Bottom Story: BASE
C = 0.1635438
K = 1
AUTO SEISMIC CALCULATION FORMULAS
V = C W
AUTO SEISMIC CALCULATION RESULTS
W Used = 395.10
V Used = 0.1635W = 64.62
AUTO SEISMIC STORY FORCES
STORY FX FY FZ MX MY MZ
P2 0.00 46.72 0.00 0.000 0.000 548.044
P1 0.00 15.71 0.00 0.000 0.000 240.380
PT 0.00 2.18 0.00 0.000 0.000 15.861
ETABS v9.7.2 File:CC ROLDOS TEATRO 5 Units:Ton-m junio 25, 2012 22:07 PAGE 7
M A S S S O U R C E D A T A
MASS LATERAL LUMP MASS
FROM MASS ONLY AT STORIES
Loads Yes Yes
ETABS® v9.7.2 – Análisis Estructural Unidades: Ton‐m Anexo – 1
4
M A S S S O U R C E L O A D S
LOAD MULTIPLIER
CM 1.0000
CV 0.2500
CMA 1.0000
ETABS v9.7.2 File:CC ROLDOS TEATRO 5 Units:Ton-m junio 25, 2012 22:07 PAGE 8
A S S E M B L E D P O I N T M A S S E S
STORY UX UY UZ RX RY RZ
P2 2.167E+01 2.167E+01 0.000E+00 0.000E+00 0.000E+00 0.000E+00
P1 1.458E+01 1.458E+01 0.000E+00 0.000E+00 0.000E+00 0.000E+00
PT 4.039E+00 4.039E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00
BASE 1.754E+00 1.754E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00
Totals 4.204E+01 4.204E+01 0.000E+00 0.000E+00 0.000E+00 0.000E+00
ETABS v9.7.2 File:CC ROLDOS TEATRO 5 Units:Ton-m junio 25, 2012 22:07 PAGE 9
M O D A L P E R I O D S A N D F R E Q U E N C I E S
MODE PERIOD FREQUENCY CIRCULAR FREQ
NUMBER (TIME) (CYCLES/TIME) (RADIANS/TIME)
Mode 1 0.43922 2.27678 14.30543
Mode 2 0.31396 3.18512 20.01271
Mode 3 0.28864 3.46448 21.76796
Mode 4 0.11845 8.44232 53.04463
Mode 5 0.08644 11.56914 72.69107
Mode 6 0.07757 12.89233 81.00489
Mode 7 0.07002 14.28198 89.73633
Mode 8 0.06274 15.93972 100.15224
Mode 9 0.06177 16.18957 101.72209
Mode 10 0.05067 19.73408 123.99285
Mode 11 0.04814 20.77376 130.52540
Mode 12 0.04266 23.43891 147.27103
ETABS v9.7.2 File:CC ROLDOS TEATRO 5 Units:Ton-m junio 25, 2012 22:07 PAGE 10
M O D A L P A R T I C I P A T I N G M A S S R A T I O S
MODE X-TRANS Y-TRANS Z-TRANS RX-ROTN RY-ROTN RZ-ROTN
NUMBER %MASS <SUM> %MASS <SUM> %MASS <SUM> %MASS <SUM> %MASS <SUM> %MASS <SUM>
Mode 1 0.03 < 0> 83.74 < 84> 0.00 < 0> 99.28 < 99> 0.03 < 0> 0.06 < 0>
Mode 2 75.92 < 76> 0.05 < 84> 0.00 < 0> 0.03 < 99> 96.20 < 96> 0.06 < 0>
Mode 3 1.01 < 77> 0.60 < 84> 0.00 < 0> 0.06 < 99> 0.68 < 97> 78.51 < 79>
Mode 4 0.03 < 77> 8.83 < 93> 0.00 < 0> 0.14 <100> 0.00 < 97> 1.67 < 80>
Mode 5 0.52 < 78> 0.00 < 93> 0.00 < 0> 0.00 <100> 0.01 < 97> 0.02 < 80>
Mode 6 9.50 < 87> 0.29 < 94> 0.00 < 0> 0.01 <100> 1.63 < 99> 4.23 < 85>
Mode 7 7.86 < 95> 0.17 < 94> 0.00 < 0> 0.03 <100> 0.63 < 99> 3.93 < 88>
Mode 8 0.04 < 95> 1.18 < 95> 0.00 < 0> 0.02 <100> 0.00 < 99> 0.67 < 89>
Mode 9 0.03 < 95> 1.62 < 96> 0.00 < 0> 0.15 <100> 0.19 < 99> 0.66 < 90>
Mode 10 0.00 < 95> 0.17 < 97> 0.00 < 0> 0.01 <100> 0.00 < 99> 0.24 < 90>
Mode 11 0.00 < 95> 0.99 < 98> 0.00 < 0> 0.15 <100> 0.02 < 99> 5.16 < 95>
ETABS® v9.7.2 – Análisis Estructural Unidades: Ton‐m Anexo – 1
5
Mode 12 0.00 < 95> 0.01 < 98> 0.00 < 0> 0.00 <100> 0.00 < 99> 0.01 < 95>
ETABS v9.7.2 File:CC ROLDOS TEATRO 5 Units:Ton-m junio 25, 2012 22:07 PAGE 11
M O D A L L O A D P A R T I C I P A T I O N R A T I O S
(STATIC AND DYNAMIC RATIOS ARE IN PERCENT)
TYPE NAME STATIC DYNAMIC
Load CM 12.0960 5.6371
Load CV 5.3706 6.3449
Load CMA 8.7864 3.1387
Load SXE 99.9954 99.4082
Load SYE 99.9998 99.8972
Accel UX 99.9655 94.9370
Accel UY 99.9960 97.6412
Accel UZ 0.0000 0.0000
Accel RX 99.9998 99.8972
Accel RY 99.9954 99.4082
Accel RZ 101.8510 95.2008
ETABS v9.7.2 File:CC ROLDOS TEATRO 5 Units:Ton-m junio 25, 2012 22:07 PAGE 12
TOTAL REACTIVE FORCES (RECOVERED LOADS) AT ORIGIN
LOAD FX FY FZ MX MY MZ
CM -5.446E-08 9.720E-11 3.593E+02 2.404E+03 -4.482E+03 6.729E-07
CV -5.304E-08 6.155E-11 1.085E+02 7.487E+02 -1.558E+03 6.524E-07
CMA -1.152E-08 1.629E-11 3.460E+01 2.377E+02 -4.773E+02 1.420E-07
SXE -6.462E+01 2.459E-11 1.700E-08 2.107E-07 -4.190E+02 4.267E+02
SYE -1.108E-08 -6.462E+01 6.060E-09 4.190E+02 -1.704E-07 -8.043E+02
SXD 6.269E+01 2.137E+00 1.662E-08 1.059E+01 4.266E+02 4.197E+02
SYD 1.954E+00 6.194E+01 6.511E-09 4.130E+02 1.121E+01 7.732E+02
ETABS v9.7.2 File:CC ROLDOS TEATRO 5 Units:Ton-m junio 25, 2012 22:07 PAGE 13
S T O R Y F O R C E S
STORY LOAD P VX VY T MX MY
P2 SXE 3.619E-14 -4.672E+01 3.087E-11 3.156E+02 -1.249E-10 -1.776E+02
P1 SXE 1.700E-08 -6.244E+01 2.460E-11 4.064E+02 2.107E-07 -2.962E+02
PT SXE 4.471E+00 -1.160E+01 -7.759E-01 -3.036E+02 6.292E+01 -3.302E+02
P2 SYE 3.652E-13 4.052E-11 -4.672E+01 -5.480E+02 1.776E+02 1.436E-10
P1 SYE 6.060E-09 -1.108E-08 -6.244E+01 -7.884E+02 2.962E+02 -1.494E-07
PT SYE 3.562E-02 5.364E-01 -2.224E+01 -7.363E+02 3.331E+02 1.067E+00
P2 SXD 3.066E-13 5.099E+01 1.395E+00 3.590E+02 5.302E+00 1.938E+02
P1 SXD 1.662E-08 6.206E+01 2.009E+00 4.170E+02 7.398E+00 3.089E+02
PT SXD 4.528E+00 1.257E+01 2.592E+00 3.245E+02 5.797E+01 3.384E+02
P2 SYD 1.980E-13 1.389E+00 4.772E+01 5.531E+02 1.813E+02 5.278E+00
P1 SYD 6.511E-09 1.899E+00 6.124E+01 7.634E+02 2.961E+02 7.947E+00
PT SYD 3.504E-01 3.384E+00 2.157E+01 7.284E+02 3.316E+02 7.750E+00
ETABS® v9.7.2 – Análisis Estructural Unidades: Ton‐m Anexo – 1
6
ETABS v9.7.2 File:CC ROLDOS TEATRO 5 Units:Ton-m junio 25, 2012 22:07 PAGE 14
STORY DRIFTS
STORY DIRECTION LOAD MAX DRIFT
P2 X SXE 1/785
P1 X SXE 1/1157
PT X SXE 1/1825
P2 Y SYE 1/494
P1 Y SYE 1/565
PT Y SYE 1/881
P2 X SXD 1/726
P1 X SXD 1/1103
PT X SXD 1/1774
P2 Y SYD 1/487
P1 Y SYD 1/567
PT Y SYD 1/898
ANEXO
DETALLE DEL DISEÑO EN
HORMIGÓN ARMADO
ETABS® v9.7.2 Concrete Frame Design Design Summary Output ACI 318-05/IBC 2003 Units: Ton-m
Anexo – 2
1
Concrete Column Design - P-M-M Interaction & Shear Design
Concrete Column Design - P-M-M Interaction & Shear Design
Story Column Section Column PMM Ratio Flexural Shear22 Shear33
Level Line Name End or Rebar % Rebar Area Rebar Area Rebar Area
P2 C33 CH40X80.2 Top 0.428 3.768E-03 3.368E-04 6.696E-04
P2 C33 CH40X80.2 Bottom 0.297 3.768E-03 3.368E-04 6.696E-04
P1 C33 CH40X80.2 Top 0.158 3.768E-03 3.348E-04 6.696E-04
P1 C33 CH40X80.2 Bottom 0.160 3.768E-03 3.348E-04 6.696E-04
PT C33 CH40X80.2 Top 0.150 3.768E-03 3.348E-04 6.696E-04
PT C33 CH40X80.2 Bottom 0.255 3.768E-03 3.348E-04 6.696E-04
P2 C35 CH40X80.2 Top 0.536 3.768E-03 3.348E-04 6.836E-04
P2 C35 CH40X80.2 Bottom 0.379 3.768E-03 3.348E-04 6.836E-04
P1 C35 CH40X80.2 Top 0.173 3.768E-03 3.348E-04 7.638E-04
P1 C35 CH40X80.2 Bottom 0.444 3.768E-03 3.348E-04 7.638E-04
PT C35 CH40X80.2 Top 0.323 3.768E-03 3.778E-04 8.765E-04
PT C35 CH40X80.2 Bottom 0.112 3.768E-03 3.778E-04 8.765E-04
P2 C36 CH45X100.15 Top Beam/Colum
n capacity ratio
exceeds limit
P2 C36 CH45X100.15 Bottom 0.198 9.120E-03 4.257E-04 0.003
P1 C36 CH45X100.15 Top 0.152 9.120E-03 3.766E-04 8.370E-04
P1 C36 CH45X100.15 Bottom 0.146 9.120E-03 3.766E-04 8.370E-04
PT C36 CH45X100.15 Top 0.146 9.120E-03 3.766E-04 8.370E-04
PT C36 CH45X100.15 Bottom 0.300 9.120E-03 3.766E-04 8.370E-04
P2 C38 CH45X80.2 Top 0.744 9.120E-03 3.766E-04 0.002
P2 C38 CH45X80.2 Bottom 0.212 9.120E-03 3.766E-04 0.002
P1 C38 CH45X80.2 Top 0.210 9.120E-03 3.766E-04 6.696E-04
P1 C38 CH45X80.2 Bottom 0.245 9.120E-03 4.438E-04 0.000
PT C38 CH45X80.2 Top 0.245 9.120E-03 4.435E-04 0.000
PT C38 CH45X80.2 Bottom 0.404 9.120E-03 4.435E-04 0.000
P2 C39 CH45X100.15 Top 0.694 9.120E-03 4.149E-04 0.003
P2 C39 CH45X100.15 Bottom 0.248 9.120E-03 4.149E-04 0.003
P1 C39 CH45X100.15 Top 0.130 9.120E-03 4.514E-04 8.370E-04
P1 C39 CH45X100.15 Bottom 0.139 9.120E-03 4.514E-04 8.370E-04
PT C39 CH45X100.15 Top 0.139 9.120E-03 4.562E-04 8.370E-04
PT C39 CH45X100.15 Bottom 0.314 9.120E-03 4.562E-04 8.370E-04
P2 C41 CH45X80.2 Top 0.701 9.120E-03 3.951E-04 0.002
P2 C41 CH45X80.2 Bottom 0.226 9.120E-03 3.951E-04 0.002
P1 C41 CH45X80.2 Top 0.224 9.120E-03 4.034E-04 6.696E-04
P1 C41 CH45X80.2 Bottom 0.215 9.120E-03 3.979E-04 6.696E-04
PT C41 CH45X80.2 Top 0.215 9.120E-03 3.978E-04 6.696E-04
PT C41 CH45X80.2 Bottom 0.474 9.120E-03 3.978E-04 6.696E-04
P2 C42 CH45X100.15 Top 0.213 9.120E-03 3.961E-04 8.370E-04
P2 C42 CH45X100.15 Bottom 0.191 9.120E-03 3.961E-04 8.370E-04
P1 C42 CH45X100.15 Top 0.206 9.120E-03 4.830E-04 8.589E-04
P1 C42 CH45X100.15 Bottom 0.155 9.120E-03 4.830E-04 8.589E-04
PT C42 CH45X100.15 Top 0.155 9.120E-03 4.865E-04 8.701E-04
PT C42 CH45X100.15 Bottom 0.325 9.120E-03 4.865E-04 8.701E-04
P2 C43 CH50X50.2 Top 0.547 5.024E-03 9.084E-04 0.001
P2 C43 CH50X50.2 Bottom 0.463 5.024E-03 9.084E-04 0.001
P1 C43 CH50X50.2 Top 0.228 5.024E-03 4.185E-04 4.185E-04
P1 C43 CH50X50.2 Bottom 0.222 5.024E-03 4.185E-04 4.185E-04
PT C43 CH50X50.2 Top 0.222 5.024E-03 0.000 0.000
PT C43 CH50X50.2 Bottom 0.379 5.024E-03 0.000 0.000
ETABS® v9.7.2 Concrete Frame Design Design Summary Output ACI 318-05/IBC 2003 Units: Ton-m
Anexo – 2
2
Concrete Column Design - P-M-M Interaction & Shear Design
Story Column Section Column PMM Ratio Flexural Shear22 Shear33
Level Line Name End or Rebar % Rebar Area Rebar Area Rebar Area
P2 C44 CH30X60.2 Top 0.270 3.556E-03 3.358E-04 5.022E-04
P2 C44 CH30X60.2 Bottom 0.185 3.556E-03 3.358E-04 5.022E-04
P1 C44 CH30X60.2 Top 0.181 3.556E-03 2.511E-04 5.022E-04
P1 C44 CH30X60.2 Bottom 0.153 3.556E-03 2.511E-04 5.022E-04
PT C44 CH30X60.2 Top 0.154 3.556E-03 2.511E-04 5.022E-04
PT C44 CH30X60.2 Bottom 0.255 3.556E-03 2.511E-04 5.022E-04
P2 C45 CH30X50.2 Top 0.417 3.048E-03 3.984E-04 4.185E-04
P2 C45 CH30X50.2 Bottom 0.506 3.048E-03 3.984E-04 4.185E-04
P1 C45 CH30X50.2 Top 0.438 3.048E-03 3.724E-04 4.185E-04
P1 C45 CH30X50.2 Bottom 0.207 3.048E-03 3.724E-04 4.185E-04
PT C45 CH30X50.2 Top 0.207 3.048E-03 3.757E-04 4.185E-04
PT C45 CH30X50.2 Bottom 0.478 3.048E-03 3.371E-04 4.185E-04
P2 C46 CH30X60.2 Top 0.526 3.556E-03 6.204E-04 5.548E-04
P2 C46 CH30X60.2 Bottom 0.680 3.556E-03 6.204E-04 5.548E-04
P1 C46 CH30X60.2 Top 0.354 3.556E-03 5.459E-04 6.393E-04
P1 C46 CH30X60.2 Bottom 0.183 3.556E-03 5.459E-04 6.393E-04
PT C46 CH30X60.2 Top 0.183 3.556E-03 3.811E-04 5.022E-04
PT C46 CH30X60.2 Bottom 0.477 3.556E-03 3.745E-04 5.022E-04
P2 C47 CH30X60.2 Top 0.355 3.556E-03 4.061E-04 5.022E-04
P2 C47 CH30X60.2 Bottom 0.554 3.556E-03 4.061E-04 5.022E-04
P1 C47 CH30X60.2 Top 0.388 3.556E-03 4.206E-04 5.834E-04
P1 C47 CH30X60.2 Bottom 0.181 3.556E-03 4.206E-04 5.834E-04
PT C47 CH30X60.2 Top 0.181 3.556E-03 4.238E-04 0.000
PT C47 CH30X60.2 Bottom 0.497 3.556E-03 4.238E-04 0.000
P2 C48 CH30X60.2 Top 0.360 3.556E-03 3.719E-04 8.528E-04
P2 C48 CH30X60.2 Bottom 0.411 3.556E-03 3.719E-04 8.528E-04
P1 C48 CH30X60.2 Top 0.220 3.556E-03 4.064E-04 5.022E-04
P1 C48 CH30X60.2 Bottom 0.167 3.556E-03 4.064E-04 5.022E-04
PT C48 CH30X60.2 Top 0.167 3.556E-03 2.511E-04 5.022E-04
PT C48 CH30X60.2 Bottom 0.376 3.556E-03 2.511E-04 8.473E-04
P2 C49 CH30X50.2 Top 0.580 3.048E-03 7.296E-04 6.365E-04
P2 C49 CH30X50.2 Bottom 0.705 3.048E-03 7.296E-04 6.365E-04
P1 C49 CH30X50.2 Top 0.463 3.048E-03 5.518E-04 4.966E-04
P1 C49 CH30X50.2 Bottom 0.141 3.048E-03 5.518E-04 4.966E-04
PT C49 CH30X50.2 Top 0.141 3.048E-03 4.371E-04 4.185E-04
PT C49 CH30X50.2 Bottom 0.507 3.048E-03 4.371E-04 4.185E-04
P2 C52 CH40X80.2 Top 0.801 3.768E-03 6.370E-04 8.872E-04
P2 C52 CH40X80.2 Bottom 0.429 3.768E-03 6.370E-04 8.987E-04
P1 C52 CH40X80.2 Top 0.256 3.768E-03 5.498E-04 6.696E-04
P1 C52 CH40X80.2 Bottom 0.433 3.768E-03 5.498E-04 6.696E-04
PT C52 CH40X80.2 Top 0.364 3.768E-03 5.694E-04 6.696E-04
PT C52 CH40X80.2 Bottom 0.435 3.768E-03 5.694E-04 6.696E-04
Concrete Column Joint Design - Beam to Column D/C Ratios & Joint Shear Check
Concrete Column Joint Design - Beam to Column D/C Ratios & Joint Shear Check Story Column Section (6/5)Beam-Column (6/5)Beam-Column Joint Shear Joint Shear
Level Line Name Ratio Major Ratio Minor Ratio Major Ratio Minor
P2 C33 CH40X80.2 0.253 0.415 0.194 0.211
P1 C33 CH40X80.2 0.143 0.203 0.181 0.178
PT C33 CH40X80.2 0.032 0.055
ETABS® v9.7.2 Concrete Frame Design Design Summary Output ACI 318-05/IBC 2003 Units: Ton-m
Anexo – 2
3
Concrete Column Joint Design - Beam to Column D/C Ratios & Joint Shear Check Story Column Section (6/5)Beam-Column (6/5)Beam-Column Joint Shear Joint Shear
Level Line Name Ratio Major Ratio Minor Ratio Major Ratio Minor
P2 C35 CH40X80.2 0.122 0.534 0.146 0.275
P1 C35 CH40X80.2 0.213 0.186
PT C35 CH40X80.2 0.004 0.016 0.010 0.028
P2 C36 CH45X100.15 Beam/Column capacity ratio exceeds limit
P1 C36 CH45X100.15 0.072 0.079 0.190 0.215
PT C36 CH45X100.15 P2 C38 CH45X80.2 0.092 0.889 0.223 0.583
P1 C38 CH45X80.2 PT C38 CH45X80.2 P2 C39 CH45X100.15 0.141 0.959 0.228 0.625
P1 C39 CH45X100.15 0.073 0.086 0.194 0.233
PT C39 CH45X100.15 P2 C41 CH45X80.2 0.089 0.828 0.217 0.540
P1 C41 CH45X80.2 PT C41 CH45X80.2 P2 C42 CH45X100.15 0.136 0.206 0.217 0.236
P1 C42 CH45X100.15 0.078 0.128 0.204 0.357
PT C42 CH45X100.15 P2 C43 CH50X50.2 0.534 0.859 0.533 0.883
P1 C43 CH50X50.2 0.260 0.395 0.620 0.537
PT C43 CH50X50.2 P2 C44 CH30X60.2 0.306 0.367 0.329 0.182
P1 C44 CH30X60.2 PT C44 CH30X60.2 P2 C45 CH30X50.2 0.420 0.394 0.379 0.165
P1 C45 CH30X50.2 0.277 0.306 0.434 0.212
PT C45 CH30X50.2 P2 C46 CH30X60.2 0.557 0.474 0.481 0.242
P1 C46 CH30X60.2 0.362 0.400 0.544 0.280
PT C46 CH30X60.2 P2 C47 CH30X60.2 0.313 0.411 0.329 0.259
P1 C47 CH30X60.2 0.192 0.391 0.342 0.328
PT C47 CH30X60.2 P2 C48 CH30X60.2 0.330 0.715 0.395 0.372
P1 C48 CH30X60.2 0.265 0.195 0.397 0.235
PT C48 CH30X60.2 P2 C49 CH30X50.2 0.774 0.651 0.553 0.335
P1 C49 CH30X50.2 0.436 0.378 0.531 0.332
PT C49 CH30X50.2 P2 C52 CH40X80.2 0.452 0.771 0.451 0.431
P1 C52 CH40X80.2 0.174 0.292 PT C52 CH40X80.2 0.018 0.050
Concrete Beam Design - Flexural & Shear Design Rebar Areas Concrete Beam Design - Flexural & Shear Design Rebar Areas
Story Beam Section Location Top Bottom Shear
Level Bay Name Rebar Area Rebar Area Rebar Area
P2 B1028 V30.50 End-I 5.423E-04 3.541E-04 2.511E-04
P2 B1028 V30.50 Middle 1.753E-04 3.315E-04 2.511E-04
P2 B1028 V30.50 End-J 4.536E-04 2.457E-04 0.000
ETABS® v9.7.2 Concrete Frame Design Design Summary Output ACI 318-05/IBC 2003 Units: Ton-m
Anexo – 2
4
Concrete Beam Design - Flexural & Shear Design Rebar Areas Story Beam Section Location Top Bottom Shear
Level Bay Name Rebar Area Rebar Area Rebar Area
P2 B1029 V30.60 End-I 5.405E-04 2.669E-04 3.883E-04
P2 B1029 V30.60 Middle 1.326E-04 2.115E-04 3.206E-04
P2 B1029 V30.60 End-J 1.979E-04 2.002E-04 3.161E-04
P2 B1030 V30.50 End-I 6.364E-04 4.140E-04 2.688E-04
P2 B1030 V30.50 Middle 2.733E-04 4.849E-04 2.511E-04
P2 B1030 V30.50 End-J 8.617E-04 4.721E-04 3.644E-04
P2 B1032 V30.40 End-I 3.716E-04 2.294E-04 3.500E-04
P2 B1032 V30.40 Middle 1.138E-04 1.937E-04 O/S
P2 B1032 V30.40 End-J 3.716E-04 2.190E-04 O/S
P2 B1033 V30.40 End-I 3.716E-04 2.273E-04 O/S
P2 B1033 V30.40 Middle 1.244E-04 2.296E-04 2.820E-04
P2 B1033 V30.40 End-J 3.835E-04 2.510E-04 O/S
P2 B1034 V30.40 End-I 3.716E-04 2.107E-04 O/S
P2 B1034 V30.40 Middle 1.332E-04 2.339E-04 O/S
P2 B1034 V30.40 End-J 4.115E-04 2.689E-04 3.930E-04
P2 B1037 V30.60 End-I 4.955E-04 2.465E-04 O/S
P2 B1037 V30.60 Middle 1.387E-04 2.453E-04 O/S
P2 B1037 V30.60 End-J 5.658E-04 2.792E-04 4.868E-04
P2 B1038 V30.60 End-I 5.524E-04 2.727E-04 O/S
P2 B1038 V30.60 Middle 1.355E-04 2.382E-04 3.829E-04
P2 B1038 V30.60 End-J 4.957E-04 2.450E-04 O/S
P2 B1039 V30.60 End-I 5.725E-04 2.872E-04 4.823E-04
P2 B1039 V30.60 Middle 1.427E-04 2.228E-04 O/S
P2 B1039 V30.60 End-J 4.820E-04 2.383E-04 O/S
P2 B1040 V30.40 End-I 3.716E-04 1.978E-04 3.078E-04
P2 B1040 V30.40 Middle 9.819E-05 1.558E-04 2.511E-04
P2 B1040 V30.40 End-J 3.716E-04 1.881E-04 2.944E-04
P2 B1043 V40.80 End-I 0.002 0.001 5.531E-04
P2 B1043 V40.80 Middle 6.339E-04 0.002 3.348E-04
P2 B1043 V40.80 End-J 0.002 0.001 5.897E-04
P2 B1044 V40.80 End-I 0.002 0.001 4.932E-04
P2 B1044 V40.80 Middle 6.046E-04 0.002 3.348E-04
P2 B1044 V40.80 End-J 0.002 0.001 5.517E-04
P2 B1045 V30.50 End-I 9.636E-04 4.721E-04 3.417E-04
P2 B1045 V30.50 Middle 3.036E-04 4.721E-04 2.511E-04
P2 B1045 V30.50 End-J 3.036E-04 4.623E-04 2.511E-04
P2 B1046 V30.50 End-I 1.688E-04 2.087E-04 2.511E-04
P2 B1046 V30.50 Middle 4.534E-05 4.721E-04 0.000
P2 B1046 V30.50 End-J 1.828E-04 1.967E-04 2.511E-04
P2 B1047 V30.50 End-I 4.066E-04 4.647E-04 2.511E-04
P2 B1047 V30.50 Middle 4.066E-04 4.464E-04 2.511E-04
P2 B1047 V30.50 End-J 0.001 6.249E-04 4.659E-04
P2 B1048 V30.50 End-I 6.793E-04 4.410E-04 2.511E-04
P2 B1048 V30.50 Middle 2.178E-04 3.308E-04 2.511E-04
P2 B1048 V30.50 End-J 3.474E-04 2.303E-04 2.511E-04
P2 B1057 V30.50 End-I 4.071E-04 2.013E-04 4.688E-04
P2 B1057 V30.50 Middle 1.048E-04 1.860E-04 4.122E-04
P2 B1057 V30.50 End-J 4.266E-04 2.108E-04 O/S
P2 B1058 V30.50 End-I 2.176E-04 1.082E-04 5.132E-04
P2 B1058 V30.50 Middle 6.469E-05 1.691E-04 4.615E-04
P2 B1058 V30.50 End-J 1.518E-04 2.616E-04 4.111E-04
P2 B1061 V30.50 End-I 4.721E-04 2.993E-04 4.121E-04
ETABS® v9.7.2 Concrete Frame Design Design Summary Output ACI 318-05/IBC 2003 Units: Ton-m
Anexo – 2
5
Concrete Beam Design - Flexural & Shear Design Rebar Areas Story Beam Section Location Top Bottom Shear
Level Bay Name Rebar Area Rebar Area Rebar Area
P2 B1061 V30.50 Middle 1.484E-04 2.709E-04 3.181E-04
P2 B1061 V30.50 End-J 4.006E-04 1.981E-04 3.782E-04
P2 B1064 V30.50 End-I 4.721E-04 3.087E-04 8.595E-04
P2 B1064 V30.50 Middle 1.530E-04 1.530E-04 8.073E-04
P2 B1064 V30.50 End-J 2.634E-04 4.185E-04 7.323E-04
P2 B1065 V30.50 End-I 4.090E-04 2.022E-04 5.118E-04
P2 B1065 V30.50 Middle 1.005E-04 1.681E-04 4.388E-04
P2 B1065 V30.50 End-J 3.534E-04 3.216E-04 4.327E-04
P2 B1102 NY10.25 End-I 4.506E-05 2.390E-05 O/S
P2 B1102 NY10.25 Middle 1.638E-05 5.154E-05 O/S
P2 B1102 NY10.25 End-J 6.666E-05 3.295E-05 O/S
P2 B1103 NY10.25 End-I 6.114E-05 3.025E-05 O/S
P2 B1103 NY10.25 Middle 2.008E-05 5.251E-05 O/S
P2 B1103 NY10.25 End-J 7.700E-05 4.044E-05 O/S
P2 B1104 NY10.25 End-I 7.328E-05 3.618E-05 O/S
P2 B1104 NY10.25 Middle 2.248E-05 5.285E-05 O/S
P2 B1104 NY10.25 End-J 7.700E-05 4.531E-05 O/S
P2 B1105 NY10.25 End-I 7.700E-05 4.031E-05 O/S
P2 B1105 NY10.25 Middle 2.393E-05 5.566E-05 O/S
P2 B1105 NY10.25 End-J 7.700E-05 4.825E-05 O/S
P2 B1106 NY10.25 End-I 7.700E-05 4.267E-05 O/S
P2 B1106 NY10.25 Middle 2.461E-05 5.738E-05 O/S
P2 B1106 NY10.25 End-J 7.700E-05 4.964E-05 O/S
P2 B1107 NY10.25 End-I 7.700E-05 4.310E-05 O/S
P2 B1107 NY10.25 Middle 2.451E-05 5.697E-05 O/S
P2 B1107 NY10.25 End-J 7.700E-05 4.944E-05 O/S
P2 B1108 NY10.25 End-I 7.700E-05 4.148E-05 O/S
P2 B1108 NY10.25 Middle 2.356E-05 5.410E-05 O/S
P2 B1108 NY10.25 End-J 7.700E-05 4.750E-05 O/S
P2 B1109 NY10.25 End-I 7.649E-05 3.774E-05 O/S
P2 B1109 NY10.25 Middle 2.181E-05 4.890E-05 O/S
P2 B1109 NY10.25 End-J 7.700E-05 4.395E-05 O/S
P2 B1110 NY10.25 End-I 6.428E-05 3.179E-05 O/S
P2 B1110 NY10.25 Middle 1.909E-05 4.199E-05 O/S
P2 B1110 NY10.25 End-J 7.700E-05 3.843E-05 O/S
P2 B1111 NY10.25 End-I 4.677E-05 2.522E-05 O/S
P2 B1111 NY10.25 Middle 1.490E-05 3.627E-05 O/S
P2 B1111 NY10.25 End-J 6.055E-05 2.996E-05 O/S
P2 B1123 NY10.25 End-I 4.380E-05 2.173E-05 O/S
P2 B1123 NY10.25 Middle 1.306E-05 1.522E-05 O/S
P2 B1123 NY10.25 End-J 1.979E-05 1.083E-05 O/S
P2 B1124 NY10.25 End-I 5.451E-05 2.700E-05 O/S
P2 B1124 NY10.25 Middle 1.344E-05 1.627E-05 O/S
P2 B1124 NY10.25 End-J 2.406E-05 1.344E-05 O/S
P2 B1125 NY10.25 End-I 6.060E-05 2.999E-05 O/S
P2 B1125 NY10.25 Middle 1.492E-05 1.869E-05 O/S
P2 B1125 NY10.25 End-J 3.002E-05 1.493E-05 O/S
P2 B1126 NY10.25 End-I 6.444E-05 3.186E-05 O/S
P2 B1126 NY10.25 Middle 1.585E-05 2.202E-05 O/S
P2 B1126 NY10.25 End-J 3.442E-05 1.711E-05 O/S
P2 B1127 NY10.25 End-I 6.624E-05 3.274E-05 0.000
P2 B1127 NY10.25 Middle 1.628E-05 2.410E-05 O/S
ETABS® v9.7.2 Concrete Frame Design Design Summary Output ACI 318-05/IBC 2003 Units: Ton-m
Anexo – 2
6
Concrete Beam Design - Flexural & Shear Design Rebar Areas Story Beam Section Location Top Bottom Shear
Level Bay Name Rebar Area Rebar Area Rebar Area
P2 B1127 NY10.25 End-J 3.772E-05 1.874E-05 O/S
P2 B1128 NY10.25 End-I 6.620E-05 3.272E-05 0.000
P2 B1128 NY10.25 Middle 1.627E-05 2.498E-05 O/S
P2 B1128 NY10.25 End-J 4.030E-05 2.001E-05 O/S
P2 B1129 NY10.25 End-I 6.444E-05 3.186E-05 O/S
P2 B1129 NY10.25 Middle 1.585E-05 2.465E-05 O/S
P2 B1129 NY10.25 End-J 4.215E-05 2.093E-05 O/S
P2 B1130 NY10.25 End-I 6.074E-05 3.005E-05 O/S
P2 B1130 NY10.25 Middle 1.495E-05 2.289E-05 O/S
P2 B1130 NY10.25 End-J 4.276E-05 2.122E-05 O/S
P2 B1131 NY10.25 End-I 5.446E-05 2.698E-05 O/S
P2 B1131 NY10.25 Middle 1.343E-05 1.924E-05 O/S
P2 B1131 NY10.25 End-J 4.095E-05 2.033E-05 O/S
P2 B1132 NY10.25 End-I 4.393E-05 2.180E-05 O/S
P2 B1132 NY10.25 Middle 1.221E-05 1.892E-05 O/S
P2 B1132 NY10.25 End-J 3.438E-05 1.709E-05 O/S
P2 B1133 NY10.25 End-I 2.594E-05 1.291E-05 O/S
P2 B1133 NY10.25 Middle 1.003E-05 1.497E-05 O/S
P2 B1133 NY10.25 End-J 3.764E-05 1.870E-05 O/S
P2 B1134 NY10.25 End-I 2.295E-05 1.679E-05 O/S
P2 B1134 NY10.25 Middle 1.956E-05 1.605E-05 O/S
P2 B1134 NY10.25 End-J 3.840E-05 1.908E-05 O/S
P2 B1135 NY10.25 End-I 2.630E-05 1.309E-05 O/S
P2 B1135 NY10.25 Middle 8.101E-06 1.639E-05 O/S
P2 B1135 NY10.25 End-J 3.267E-05 1.625E-05 O/S
P2 B1137 NY10.25 End-I 5.109E-05 2.532E-05 O/S
P2 B1137 NY10.25 Middle 1.644E-05 3.401E-05 O/S
P2 B1137 NY10.25 End-J 6.689E-05 3.306E-05 O/S
P2 B1138 NY10.25 End-I 7.060E-05 3.487E-05 O/S
P2 B1138 NY10.25 Middle 1.733E-05 3.894E-05 O/S
P2 B1138 NY10.25 End-J 5.089E-05 3.566E-05 O/S
P2 B1142 NY10.25 End-I 6.066E-05 3.002E-05 O/S
P2 B1142 NY10.25 Middle 1.988E-05 4.120E-05 O/S
P2 B1142 NY10.25 End-J 7.700E-05 4.004E-05 O/S
P2 B1143 NY10.25 End-I 7.700E-05 4.381E-05 O/S
P2 B1143 NY10.25 Middle 2.174E-05 4.586E-05 O/S
P2 B1143 NY10.25 End-J 7.050E-05 3.518E-05 O/S
P2 B1147 NY10.25 End-I 6.757E-05 3.339E-05 O/S
P2 B1147 NY10.25 Middle 2.040E-05 4.909E-05 O/S
P2 B1147 NY10.25 End-J 7.700E-05 4.109E-05 O/S
P2 B1148 NY10.25 End-I 7.700E-05 4.571E-05 O/S
P2 B1148 NY10.25 Middle 2.268E-05 4.991E-05 O/S
P2 B1148 NY10.25 End-J 7.700E-05 4.236E-05 O/S
P2 B1152 NY10.25 End-I 7.239E-05 3.574E-05 O/S
P2 B1152 NY10.25 Middle 1.959E-05 5.056E-05 O/S
P2 B1152 NY10.25 End-J 7.700E-05 3.945E-05 O/S
P2 B1153 NY10.25 End-I 7.700E-05 4.411E-05 O/S
P2 B1153 NY10.25 Middle 2.386E-05 5.509E-05 O/S
P2 B1153 NY10.25 End-J 7.700E-05 4.811E-05 O/S
P2 B1157 NY10.25 End-I 7.537E-05 3.719E-05 O/S
P2 B1157 NY10.25 Middle 1.848E-05 5.764E-05 O/S
P2 B1157 NY10.25 End-J 7.220E-05 3.565E-05 O/S
ETABS® v9.7.2 Concrete Frame Design Design Summary Output ACI 318-05/IBC 2003 Units: Ton-m
Anexo – 2
7
Concrete Beam Design - Flexural & Shear Design Rebar Areas Story Beam Section Location Top Bottom Shear
Level Bay Name Rebar Area Rebar Area Rebar Area
P2 B1158 NY10.25 End-I 7.700E-05 4.006E-05 O/S
P2 B1158 NY10.25 Middle 2.568E-05 5.859E-05 O/S
P2 B1158 NY10.25 End-J 7.920E-05 5.183E-05 O/S
P2 B1162 NY10.25 End-I 7.645E-05 3.772E-05 O/S
P2 B1162 NY10.25 Middle 1.874E-05 5.755E-05 O/S
P2 B1162 NY10.25 End-J 6.041E-05 3.720E-05 O/S
P2 B1163 NY10.25 End-I 6.861E-05 4.071E-05 O/S
P2 B1163 NY10.25 Middle 2.639E-05 5.903E-05 O/S
P2 B1163 NY10.25 End-J 8.143E-05 5.326E-05 O/S
P2 B1167 NY10.25 End-I 7.546E-05 3.724E-05 O/S
P2 B1167 NY10.25 Middle 1.850E-05 5.459E-05 O/S
P2 B1167 NY10.25 End-J 4.508E-05 3.960E-05 O/S
P2 B1168 NY10.25 End-I 5.231E-05 4.372E-05 O/S
P2 B1168 NY10.25 Middle 2.589E-05 5.648E-05 O/S
P2 B1168 NY10.25 End-J 7.984E-05 5.224E-05 O/S
P2 B1171 NY10.25 End-I 7.220E-05 3.565E-05 O/S
P2 B1171 NY10.25 Middle 1.772E-05 5.054E-05 O/S
P2 B1171 NY10.25 End-J 2.681E-05 4.128E-05 O/S
P2 B1172 NY10.25 End-I 3.302E-05 4.546E-05 O/S
P2 B1172 NY10.25 Middle 2.415E-05 5.284E-05 O/S
P2 B1172 NY10.25 End-J 7.700E-05 4.870E-05 O/S
P2 B1175 NY10.25 End-I 6.652E-05 3.288E-05 O/S
P2 B1175 NY10.25 Middle 1.635E-05 5.001E-05 O/S
P2 B1175 NY10.25 End-J 1.635E-05 4.670E-05 O/S
P2 B1176 NY10.25 End-I 2.120E-05 4.520E-05 O/S
P2 B1176 NY10.25 Middle 2.120E-05 4.781E-05 O/S
P2 B1176 NY10.25 End-J 7.700E-05 4.271E-05 O/S
P2 B1179 NY10.25 End-I 6.126E-05 3.031E-05 O/S
P2 B1179 NY10.25 Middle 1.508E-05 4.725E-05 O/S
P2 B1179 NY10.25 End-J 1.508E-05 4.814E-05 O/S
P2 B1180 NY10.25 End-I 1.711E-05 4.841E-05 O/S
P2 B1180 NY10.25 Middle 1.711E-05 4.773E-05 O/S
P2 B1180 NY10.25 End-J 6.969E-05 3.443E-05 O/S
P2 B1183 NY10.25 End-I 5.162E-05 2.558E-05 O/S
P2 B1183 NY10.25 Middle 1.273E-05 4.703E-05 O/S
P2 B1183 NY10.25 End-J 1.273E-05 5.238E-05 O/S
P2 B1184 NY10.25 End-I 1.266E-05 5.255E-05 O/S
P2 B1184 NY10.25 Middle 1.266E-05 4.755E-05 O/S
P2 B1184 NY10.25 End-J 5.130E-05 2.543E-05 O/S
P2 B1211 NY10.25 End-I 4.637E-05 2.300E-05 O/S
P2 B1211 NY10.25 Middle 1.422E-05 4.754E-05 O/S
P2 B1211 NY10.25 End-J 1.422E-05 5.772E-05 O/S
P2 B1212 NY10.25 End-I 1.403E-05 5.693E-05 O/S
P2 B1212 NY10.25 Middle 1.403E-05 4.808E-05 O/S
P2 B1212 NY10.25 End-J 5.666E-05 2.805E-05 O/S
P2 B1213 NY10.25 End-I 4.730E-05 2.346E-05 O/S
P2 B1213 NY10.25 Middle 1.168E-05 4.366E-05 O/S
P2 B1213 NY10.25 End-J 1.168E-05 4.814E-05 O/S
P2 B1214 NY10.25 End-I 1.205E-05 4.956E-05 O/S
P2 B1214 NY10.25 Middle 1.205E-05 4.508E-05 O/S
P2 B1214 NY10.25 End-J 4.879E-05 2.419E-05 O/S
P2 B1215 NY10.25 End-I 5.719E-05 2.832E-05 O/S
ETABS® v9.7.2 Concrete Frame Design Design Summary Output ACI 318-05/IBC 2003 Units: Ton-m
Anexo – 2
8
Concrete Beam Design - Flexural & Shear Design Rebar Areas Story Beam Section Location Top Bottom Shear
Level Bay Name Rebar Area Rebar Area Rebar Area
P2 B1215 NY10.25 Middle 1.409E-05 5.041E-05 O/S
P2 B1215 NY10.25 End-J 1.409E-05 5.374E-05 O/S
P2 B1216 NY10.25 End-I 1.888E-05 5.456E-05 O/S
P2 B1216 NY10.25 Middle 1.888E-05 5.113E-05 O/S
P2 B1216 NY10.25 End-J 7.700E-05 3.800E-05 O/S
P2 B1217 NY10.25 End-I 5.603E-05 2.775E-05 O/S
P2 B1217 NY10.25 Middle 1.381E-05 4.280E-05 O/S
P2 B1217 NY10.25 End-J 1.381E-05 4.351E-05 O/S
P2 B1218 NY10.25 End-I 1.629E-05 4.576E-05 O/S
P2 B1218 NY10.25 Middle 1.629E-05 4.525E-05 O/S
P2 B1218 NY10.25 End-J 6.626E-05 3.275E-05 O/S
P2 B1219 NY10.25 End-I 6.452E-05 3.190E-05 O/S
P2 B1219 NY10.25 Middle 1.586E-05 5.394E-05 O/S
P2 B1219 NY10.25 End-J 1.586E-05 5.533E-05 O/S
P2 B1220 NY10.25 End-I 2.287E-05 5.640E-05 O/S
P2 B1220 NY10.25 Middle 2.287E-05 5.491E-05 O/S
P2 B1220 NY10.25 End-J 7.700E-05 4.610E-05 O/S
P2 B1221 NY10.25 End-I 5.917E-05 2.929E-05 O/S
P2 B1221 NY10.25 Middle 1.457E-05 4.461E-05 O/S
P2 B1221 NY10.25 End-J 1.457E-05 4.207E-05 O/S
P2 B1222 NY10.25 End-I 1.935E-05 4.291E-05 O/S
P2 B1222 NY10.25 Middle 1.935E-05 4.560E-05 O/S
P2 B1222 NY10.25 End-J 7.700E-05 3.895E-05 O/S
P2 B1223 NY10.25 End-I 7.184E-05 3.548E-05 O/S
P2 B1223 NY10.25 Middle 1.763E-05 6.002E-05 O/S
P2 B1223 NY10.25 End-J 1.763E-05 5.894E-05 O/S
P2 B1224 NY10.25 End-I 2.646E-05 5.926E-05 O/S
P2 B1224 NY10.25 Middle 2.646E-05 5.934E-05 O/S
P2 B1224 NY10.25 End-J 8.167E-05 5.342E-05 O/S
P2 B1225 NY10.25 End-I 5.868E-05 2.904E-05 O/S
P2 B1225 NY10.25 Middle 1.445E-05 4.314E-05 O/S
P2 B1225 NY10.25 End-J 2.770E-05 3.590E-05 O/S
P2 B1226 NY10.25 End-I 3.177E-05 4.337E-05 O/S
P2 B1226 NY10.25 Middle 2.194E-05 5.100E-05 O/S
P2 B1226 NY10.25 End-J 7.700E-05 4.422E-05 O/S
P2 B1227 NY10.25 End-I 7.700E-05 3.804E-05 O/S
P2 B1227 NY10.25 Middle 1.890E-05 6.397E-05 O/S
P2 B1227 NY10.25 End-J 1.890E-05 6.155E-05 O/S
P2 B1228 NY10.25 End-I 2.867E-05 6.077E-05 O/S
P2 B1228 NY10.25 Middle 2.867E-05 6.217E-05 O/S
P2 B1228 NY10.25 End-J 8.870E-05 5.791E-05 O/S
P2 B1229 NY10.25 End-I 5.604E-05 2.775E-05 O/S
P2 B1229 NY10.25 Middle 1.381E-05 4.409E-05 O/S
P2 B1229 NY10.25 End-J 4.339E-05 3.309E-05 O/S
P2 B1230 NY10.25 End-I 5.180E-05 4.210E-05 O/S
P2 B1230 NY10.25 Middle 2.334E-05 5.530E-05 O/S
P2 B1230 NY10.25 End-J 7.700E-05 4.705E-05 O/S
P2 B1231 NY10.25 End-I 7.700E-05 3.893E-05 O/S
P2 B1231 NY10.25 Middle 1.934E-05 6.518E-05 O/S
P2 B1231 NY10.25 End-J 1.934E-05 6.224E-05 O/S
P2 B1232 NY10.25 End-I 2.935E-05 6.106E-05 0.000
P2 B1232 NY10.25 Middle 2.935E-05 6.296E-05 O/S
ETABS® v9.7.2 Concrete Frame Design Design Summary Output ACI 318-05/IBC 2003 Units: Ton-m
Anexo – 2
9
Concrete Beam Design - Flexural & Shear Design Rebar Areas Story Beam Section Location Top Bottom Shear
Level Bay Name Rebar Area Rebar Area Rebar Area
P2 B1232 NY10.25 End-J 9.088E-05 5.930E-05 O/S
P2 B1233 NY10.25 End-I 4.921E-05 2.440E-05 O/S
P2 B1233 NY10.25 Middle 1.354E-05 4.266E-05 O/S
P2 B1233 NY10.25 End-J 5.491E-05 2.992E-05 O/S
P2 B1234 NY10.25 End-I 6.876E-05 3.974E-05 O/S
P2 B1234 NY10.25 Middle 2.354E-05 5.897E-05 O/S
P2 B1234 NY10.25 End-J 7.700E-05 4.747E-05 O/S
P2 B1235 NY10.25 End-I 7.700E-05 3.813E-05 O/S
P2 B1235 NY10.25 Middle 1.894E-05 6.358E-05 O/S
P2 B1235 NY10.25 End-J 1.894E-05 6.110E-05 O/S
P2 B1236 NY10.25 End-I 2.847E-05 6.019E-05 O/S
P2 B1236 NY10.25 Middle 2.847E-05 6.161E-05 O/S
P2 B1236 NY10.25 End-J 8.807E-05 5.751E-05 O/S
P2 B1237 NY10.25 End-I 3.987E-05 1.980E-05 O/S
P2 B1237 NY10.25 Middle 1.527E-05 3.898E-05 O/S
P2 B1237 NY10.25 End-J 6.207E-05 3.070E-05 O/S
P2 B1238 NY10.25 End-I 7.700E-05 4.040E-05 O/S
P2 B1238 NY10.25 Middle 2.263E-05 6.024E-05 O/S
P2 B1238 NY10.25 End-J 7.700E-05 4.562E-05 O/S
P2 B1239 NY10.25 End-I 7.227E-05 3.568E-05 O/S
P2 B1239 NY10.25 Middle 1.773E-05 5.924E-05 O/S
P2 B1239 NY10.25 End-J 1.773E-05 5.801E-05 O/S
P2 B1240 NY10.25 End-I 2.607E-05 5.809E-05 O/S
P2 B1240 NY10.25 Middle 2.607E-05 5.825E-05 O/S
P2 B1240 NY10.25 End-J 8.043E-05 5.262E-05 O/S
P2 B1241 NY10.25 End-I 2.833E-05 1.853E-05 O/S
P2 B1241 NY10.25 Middle 1.603E-05 3.352E-05 O/S
P2 B1241 NY10.25 End-J 6.520E-05 3.224E-05 O/S
P2 B1242 NY10.25 End-I 7.700E-05 4.491E-05 O/S
P2 B1242 NY10.25 Middle 2.228E-05 5.930E-05 O/S
P2 B1242 NY10.25 End-J 7.700E-05 4.173E-05 O/S
P2 B1243 NY10.25 End-I 6.567E-05 3.246E-05 O/S
P2 B1243 NY10.25 Middle 1.614E-05 5.254E-05 O/S
P2 B1243 NY10.25 End-J 1.614E-05 5.364E-05 O/S
P2 B1244 NY10.25 End-I 2.229E-05 5.466E-05 O/S
P2 B1244 NY10.25 Middle 2.229E-05 5.330E-05 O/S
P2 B1244 NY10.25 End-J 7.700E-05 4.492E-05 O/S
P2 B1245 NY10.25 End-I 1.634E-05 1.909E-05 O/S
P2 B1245 NY10.25 Middle 1.623E-05 2.826E-05 O/S
P2 B1245 NY10.25 End-J 6.602E-05 3.263E-05 O/S
P2 B1246 NY10.25 End-I 7.700E-05 4.757E-05 O/S
P2 B1246 NY10.25 Middle 2.359E-05 5.730E-05 O/S
P2 B1246 NY10.25 End-J 7.302E-05 3.605E-05 O/S
P2 B1247 NY10.25 End-I 5.877E-05 2.909E-05 O/S
P2 B1247 NY10.25 Middle 1.447E-05 4.856E-05 O/S
P2 B1247 NY10.25 End-J 1.447E-05 5.132E-05 O/S
P2 B1248 NY10.25 End-I 1.800E-05 5.221E-05 O/S
P2 B1248 NY10.25 Middle 1.800E-05 4.910E-05 O/S
P2 B1248 NY10.25 End-J 7.336E-05 3.622E-05 O/S
P2 B1249 NY10.25 End-I 1.633E-05 2.248E-05 O/S
P2 B1249 NY10.25 Middle 1.958E-05 2.197E-05 O/S
P2 B1249 NY10.25 End-J 6.645E-05 3.284E-05 O/S
ETABS® v9.7.2 Concrete Frame Design Design Summary Output ACI 318-05/IBC 2003 Units: Ton-m
Anexo – 2
10
Concrete Beam Design - Flexural & Shear Design Rebar Areas Story Beam Section Location Top Bottom Shear
Level Bay Name Rebar Area Rebar Area Rebar Area
P2 B1250 NY10.25 End-I 7.700E-05 4.825E-05 O/S
P2 B1250 NY10.25 Middle 2.393E-05 6.012E-05 O/S
P2 B1250 NY10.25 End-J 5.788E-05 2.865E-05 O/S
P2 B1251 NY10.25 End-I 4.790E-05 2.375E-05 O/S
P2 B1251 NY10.25 Middle 1.362E-05 4.527E-05 O/S
P2 B1251 NY10.25 End-J 1.362E-05 5.525E-05 O/S
P2 B1252 NY10.25 End-I 1.349E-05 5.472E-05 O/S
P2 B1252 NY10.25 Middle 1.349E-05 4.574E-05 O/S
P2 B1252 NY10.25 End-J 5.300E-05 2.626E-05 O/S
P2 B1253 NY10.25 End-I 1.530E-05 2.631E-05 O/S
P2 B1253 NY10.25 Middle 6.864E-05 2.393E-05 O/S
P2 B1253 NY10.25 End-J 6.217E-05 3.075E-05 O/S
P2 B1254 NY10.25 End-I 7.700E-05 4.408E-05 O/S
P2 B1254 NY10.25 Middle 2.187E-05 5.507E-05 O/S
P2 B1254 NY10.25 End-J 4.639E-05 2.379E-05 O/S
P2 B1285 NY10.25 End-I 2.149E-05 1.071E-05 O/S
P2 B1285 NY10.25 Middle 5.343E-06 2.057E-05 O/S
P2 B1285 NY10.25 End-J 1.220E-05 1.640E-05 O/S
P2 B1286 NY10.25 End-I 2.416E-05 1.203E-05 O/S
P2 B1286 NY10.25 Middle 6.002E-06 1.819E-05 O/S
P2 B1286 NY10.25 End-J 1.452E-05 1.311E-05 O/S
P2 B1287 NY10.25 End-I 2.553E-05 1.271E-05 0.000
P2 B1287 NY10.25 Middle 6.342E-06 1.855E-05 O/S
P2 B1287 NY10.25 End-J 1.607E-05 1.058E-05 O/S
P2 B1288 NY10.25 End-I 2.578E-05 1.284E-05 O/S
P2 B1288 NY10.25 Middle 6.404E-06 1.933E-05 O/S
P2 B1288 NY10.25 End-J 1.743E-05 8.812E-06 O/S
P2 B1289 NY10.25 End-I 2.559E-05 1.274E-05 O/S
P2 B1289 NY10.25 Middle 6.357E-06 1.924E-05 O/S
P2 B1289 NY10.25 End-J 1.945E-05 9.692E-06 O/S
P2 B1290 NY10.25 End-I 2.556E-05 1.273E-05 O/S
P2 B1290 NY10.25 Middle 6.349E-06 1.872E-05 O/S
P2 B1290 NY10.25 End-J 2.262E-05 1.127E-05 O/S
P2 B1291 NY10.25 End-I 2.588E-05 1.288E-05 O/S
P2 B1291 NY10.25 Middle 6.740E-06 1.786E-05 O/S
P2 B1291 NY10.25 End-J 2.715E-05 1.351E-05 O/S
P2 B1312 NX10.25 End-I 5.571E-05 2.759E-05 O/S
P2 B1312 NX10.25 Middle 1.373E-05 2.114E-05 O/S
P2 B1312 NX10.25 End-J 2.041E-05 1.593E-05 O/S
P2 B1313 NX10.25 End-I 4.988E-05 2.473E-05 O/S
P2 B1313 NX10.25 Middle 1.342E-05 1.847E-05 O/S
P2 B1313 NX10.25 End-J 5.442E-05 2.696E-05 O/S
P2 B1314 NX10.25 End-I 7.073E-05 3.494E-05 O/S
P2 B1314 NX10.25 Middle 1.736E-05 3.073E-05 O/S
P2 B1314 NX10.25 End-J 3.178E-05 2.179E-05 O/S
P2 B1315 NX10.25 End-I 7.437E-05 3.671E-05 O/S
P2 B1315 NX10.25 Middle 1.824E-05 2.711E-05 O/S
P2 B1315 NX10.25 End-J 6.936E-05 3.427E-05 O/S
P2 B1316 NX10.25 End-I 7.700E-05 4.110E-05 O/S
P2 B1316 NX10.25 Middle 2.041E-05 3.566E-05 O/S
P2 B1316 NX10.25 End-J 4.243E-05 2.106E-05 O/S
P2 B1317 NX10.25 End-I 7.700E-05 4.415E-05 O/S
ETABS® v9.7.2 Concrete Frame Design Design Summary Output ACI 318-05/IBC 2003 Units: Ton-m
Anexo – 2
11
Concrete Beam Design - Flexural & Shear Design Rebar Areas Story Beam Section Location Top Bottom Shear
Level Bay Name Rebar Area Rebar Area Rebar Area
P2 B1317 NX10.25 Middle 2.191E-05 3.830E-05 O/S
P2 B1317 NX10.25 End-J 7.700E-05 4.129E-05 O/S
P2 B1322 NX10.25 End-I 4.203E-05 2.086E-05 O/S
P2 B1322 NX10.25 Middle 1.039E-05 2.093E-05 O/S
P2 B1322 NX10.25 End-J 4.065E-05 2.019E-05 O/S
P2 B1323 NX10.25 End-I 2.191E-05 1.638E-05 O/S
P2 B1323 NX10.25 Middle 1.172E-05 2.044E-05 O/S
P2 B1323 NX10.25 End-J 4.747E-05 2.354E-05 O/S
P2 B1324 NX10.25 End-I 6.652E-05 3.288E-05 O/S
P2 B1324 NX10.25 Middle 1.635E-05 3.142E-05 O/S
P2 B1324 NX10.25 End-J 6.482E-05 3.205E-05 O/S
P2 B1325 NX10.25 End-I 3.535E-05 1.763E-05 O/S
P2 B1325 NX10.25 Middle 1.763E-05 2.740E-05 O/S
P2 B1325 NX10.25 End-J 7.182E-05 3.547E-05 O/S
P2 B1326 NX10.25 End-I 7.700E-05 4.166E-05 O/S
P2 B1326 NX10.25 Middle 2.068E-05 4.476E-05 O/S
P2 B1326 NX10.25 End-J 7.700E-05 4.096E-05 O/S
P2 B1327 NX10.25 End-I 5.174E-05 2.564E-05 O/S
P2 B1327 NX10.25 Middle 2.145E-05 3.916E-05 O/S
P2 B1327 NX10.25 End-J 7.700E-05 4.322E-05 O/S
P2 B1348 NX10.25 End-I 6.031E-05 2.985E-05 O/S
P2 B1348 NX10.25 Middle 1.811E-05 2.545E-05 O/S
P2 B1348 NX10.25 End-J 2.189E-05 1.974E-05 O/S
P2 B1350 NX10.25 End-I 7.700E-05 3.826E-05 O/S
P2 B1350 NX10.25 Middle 1.900E-05 2.838E-05 O/S
P2 B1350 NX10.25 End-J 2.967E-05 2.054E-05 O/S
P2 B1352 NX10.25 End-I 7.700E-05 4.304E-05 O/S
P2 B1352 NX10.25 Middle 2.136E-05 2.658E-05 O/S
P2 B1352 NX10.25 End-J 3.740E-05 2.191E-05 O/S
P2 B1354 NX10.25 End-I 7.700E-05 4.486E-05 O/S
P2 B1354 NX10.25 Middle 2.226E-05 2.774E-05 O/S
P2 B1354 NX10.25 End-J 4.182E-05 2.290E-05 O/S
P2 B1356 NX10.25 End-I 7.700E-05 4.417E-05 O/S
P2 B1356 NX10.25 Middle 2.192E-05 2.754E-05 O/S
P2 B1356 NX10.25 End-J 4.207E-05 2.246E-05 O/S
P2 B1358 NX10.25 End-I 7.700E-05 4.042E-05 O/S
P2 B1358 NX10.25 Middle 2.007E-05 2.610E-05 O/S
P2 B1358 NX10.25 End-J 3.807E-05 2.057E-05 O/S
P2 B1360 NX10.25 End-I 6.102E-05 3.019E-05 O/S
P2 B1360 NX10.25 Middle 1.502E-05 2.611E-05 O/S
P2 B1360 NX10.25 End-J 3.147E-05 1.772E-05 O/S
P2 B1455 NX10.25 End-I 7.700E-05 4.631E-05 O/S
P2 B1455 NX10.25 Middle 2.297E-05 4.370E-05 O/S
P2 B1455 NX10.25 End-J 5.087E-05 2.521E-05 O/S
P2 B1456 NX10.25 End-I 6.558E-05 3.242E-05 O/S
P2 B1456 NX10.25 Middle 2.384E-05 4.986E-05 O/S
P2 B1456 NX10.25 End-J 7.700E-05 4.808E-05 O/S
P2 B1457 NX10.25 End-I 7.700E-05 4.819E-05 O/S
P2 B1457 NX10.25 Middle 2.390E-05 5.702E-05 O/S
P2 B1457 NX10.25 End-J 7.700E-05 4.776E-05 O/S
P2 B1458 NX10.25 End-I 7.700E-05 4.860E-05 O/S
P2 B1458 NX10.25 Middle 2.410E-05 4.769E-05 O/S
ETABS® v9.7.2 Concrete Frame Design Design Summary Output ACI 318-05/IBC 2003 Units: Ton-m
Anexo – 2
12
Concrete Beam Design - Flexural & Shear Design Rebar Areas Story Beam Section Location Top Bottom Shear
Level Bay Name Rebar Area Rebar Area Rebar Area
P2 B1458 NX10.25 End-J 7.700E-05 4.744E-05 O/S
P2 B1459 NX10.25 End-I 7.702E-05 5.043E-05 O/S
P2 B1459 NX10.25 Middle 2.500E-05 4.989E-05 O/S
P2 B1459 NX10.25 End-J 5.674E-05 2.809E-05 O/S
P2 B1460 NX10.25 End-I 7.700E-05 3.808E-05 O/S
P2 B1460 NX10.25 Middle 2.490E-05 5.824E-05 O/S
P2 B1460 NX10.25 End-J 7.700E-05 5.023E-05 O/S
P2 B1461 NX10.25 End-I 8.018E-05 5.246E-05 O/S
P2 B1461 NX10.25 Middle 2.601E-05 6.685E-05 O/S
P2 B1461 NX10.25 End-J 8.023E-05 5.249E-05 O/S
P2 B1462 NX10.25 End-I 7.700E-05 5.019E-05 O/S
P2 B1462 NX10.25 Middle 2.651E-05 5.442E-05 O/S
P2 B1462 NX10.25 End-J 8.181E-05 5.350E-05 O/S
P2 B1463 NX10.25 End-I 8.180E-05 5.350E-05 O/S
P2 B1463 NX10.25 Middle 2.650E-05 5.393E-05 O/S
P2 B1463 NX10.25 End-J 6.088E-05 3.012E-05 O/S
P2 B1464 NX10.25 End-I 7.700E-05 4.274E-05 O/S
P2 B1464 NX10.25 Middle 2.474E-05 6.367E-05 O/S
P2 B1464 NX10.25 End-J 7.700E-05 4.990E-05 O/S
P2 B1465 NX10.25 End-I 8.420E-05 5.503E-05 O/S
P2 B1465 NX10.25 Middle 2.751E-05 7.363E-05 O/S
P2 B1465 NX10.25 End-J 8.499E-05 5.554E-05 O/S
P2 B1466 NX10.25 End-I 7.700E-05 4.914E-05 O/S
P2 B1466 NX10.25 Middle 2.917E-05 5.836E-05 O/S
P2 B1466 NX10.25 End-J 9.029E-05 5.893E-05 O/S
P2 B1467 NX10.25 End-I 8.509E-05 5.561E-05 O/S
P2 B1467 NX10.25 Middle 2.754E-05 5.582E-05 O/S
P2 B1467 NX10.25 End-J 6.246E-05 3.089E-05 O/S
P2 B1468 NX10.25 End-I 7.700E-05 4.680E-05 O/S
P2 B1468 NX10.25 Middle 2.321E-05 6.592E-05 O/S
P2 B1468 NX10.25 End-J 7.700E-05 4.676E-05 O/S
P2 B1469 NX10.25 End-I 8.481E-05 5.542E-05 O/S
P2 B1469 NX10.25 Middle 2.786E-05 7.700E-05 O/S
P2 B1469 NX10.25 End-J 8.612E-05 5.626E-05 O/S
P2 B1470 NX10.25 End-I 7.700E-05 4.564E-05 O/S
P2 B1470 NX10.25 Middle 3.147E-05 5.964E-05 O/S
P2 B1470 NX10.25 End-J 9.767E-05 6.362E-05 O/S
P2 B1471 NX10.25 End-I 8.700E-05 5.682E-05 O/S
P2 B1471 NX10.25 Middle 2.814E-05 5.564E-05 O/S
P2 B1471 NX10.25 End-J 6.157E-05 3.046E-05 O/S
P2 B1472 NX10.25 End-I 7.700E-05 5.019E-05 O/S
P2 B1472 NX10.25 Middle 2.488E-05 7.031E-05 O/S
P2 B1472 NX10.25 End-J 7.700E-05 4.105E-05 O/S
P2 B1473 NX10.25 End-I 8.190E-05 5.356E-05 O/S
P2 B1473 NX10.25 Middle 2.710E-05 7.700E-05 O/S
P2 B1473 NX10.25 End-J 8.369E-05 5.471E-05 O/S
P2 B1474 NX10.25 End-I 7.700E-05 3.969E-05 O/S
P2 B1474 NX10.25 Middle 3.339E-05 5.446E-05 O/S
P2 B1474 NX10.25 End-J 1.039E-04 6.756E-05 O/S
P2 B1475 NX10.25 End-I 8.751E-05 5.715E-05 O/S
P2 B1475 NX10.25 Middle 2.830E-05 5.347E-05 O/S
P2 B1475 NX10.25 End-J 5.837E-05 2.890E-05 O/S
ETABS® v9.7.2 Concrete Frame Design Design Summary Output ACI 318-05/IBC 2003 Units: Ton-m
Anexo – 2
13
Concrete Beam Design - Flexural & Shear Design Rebar Areas Story Beam Section Location Top Bottom Shear
Level Bay Name Rebar Area Rebar Area Rebar Area
P2 B1476 NX10.25 End-I 8.054E-05 5.269E-05 O/S
P2 B1476 NX10.25 Middle 2.611E-05 6.691E-05 O/S
P2 B1476 NX10.25 End-J 6.693E-05 3.308E-05 O/S
P2 B1477 NX10.25 End-I 7.700E-05 4.955E-05 O/S
P2 B1477 NX10.25 Middle 2.525E-05 7.476E-05 O/S
P2 B1477 NX10.25 End-J 7.783E-05 5.095E-05 O/S
P2 B1478 NX10.25 End-I 6.470E-05 3.488E-05 O/S
P2 B1478 NX10.25 Middle 3.488E-05 5.124E-05 O/S
P2 B1478 NX10.25 End-J 1.087E-04 7.062E-05 O/S
P2 B1479 NX10.25 End-I 8.658E-05 5.656E-05 O/S
P2 B1479 NX10.25 Middle 2.800E-05 4.940E-05 O/S
P2 B1479 NX10.25 End-J 5.361E-05 2.800E-05 O/S
P2 B1480 NX10.25 End-I 8.436E-05 5.514E-05 O/S
P2 B1480 NX10.25 Middle 2.731E-05 6.243E-05 O/S
P2 B1480 NX10.25 End-J 4.812E-05 2.731E-05 O/S
P2 B1481 NX10.25 End-I 7.700E-05 4.349E-05 O/S
P2 B1481 NX10.25 Middle 2.238E-05 6.931E-05 O/S
P2 B1481 NX10.25 End-J 7.700E-05 4.510E-05 O/S
P2 B1482 NX10.25 End-I 4.581E-05 3.583E-05 O/S
P2 B1482 NX10.25 Middle 3.583E-05 4.801E-05 O/S
P2 B1482 NX10.25 End-J 1.118E-04 7.257E-05 O/S
P2 B1483 NX10.25 End-I 8.411E-05 5.498E-05 O/S
P2 B1483 NX10.25 Middle 2.723E-05 4.372E-05 O/S
P2 B1483 NX10.25 End-J 4.750E-05 2.723E-05 O/S
P2 B1484 NX10.25 End-I 8.659E-05 5.656E-05 O/S
P2 B1484 NX10.25 Middle 2.801E-05 6.148E-05 O/S
P2 B1484 NX10.25 End-J 2.801E-05 3.772E-05 O/S
P2 B1485 NX10.25 End-I 7.214E-05 3.562E-05 O/S
P2 B1485 NX10.25 Middle 1.857E-05 6.603E-05 O/S
P2 B1485 NX10.25 End-J 7.573E-05 3.737E-05 O/S
P2 B1486 NX10.25 End-I 3.607E-05 3.607E-05 O/S
P2 B1486 NX10.25 Middle 3.607E-05 4.490E-05 O/S
P2 B1486 NX10.25 End-J 1.126E-04 7.306E-05 O/S
P2 B1487 NX10.25 End-I 7.994E-05 5.231E-05 O/S
P2 B1487 NX10.25 Middle 2.592E-05 3.735E-05 O/S
P2 B1487 NX10.25 End-J 4.007E-05 2.592E-05 O/S
P2 B1488 NX10.25 End-I 8.722E-05 5.696E-05 O/S
P2 B1488 NX10.25 Middle 2.820E-05 5.431E-05 O/S
P2 B1488 NX10.25 End-J 2.820E-05 3.964E-05 O/S
P2 B1489 NX10.25 End-I 5.415E-05 2.683E-05 O/S
P2 B1489 NX10.25 Middle 1.410E-05 5.660E-05 O/S
P2 B1489 NX10.25 End-J 5.725E-05 2.834E-05 O/S
P2 B1490 NX10.25 End-I 3.516E-05 3.602E-05 O/S
P2 B1490 NX10.25 Middle 4.134E-05 4.019E-05 O/S
P2 B1490 NX10.25 End-J 1.096E-04 7.119E-05 O/S
P2 B1491 NX10.25 End-I 7.700E-05 4.832E-05 O/S
P2 B1491 NX10.25 Middle 2.396E-05 3.570E-05 O/S
P2 B1491 NX10.25 End-J 3.255E-05 2.427E-05 O/S
P2 B1492 NX10.25 End-I 8.233E-05 5.384E-05 O/S
P2 B1492 NX10.25 Middle 2.667E-05 4.757E-05 O/S
P2 B1492 NX10.25 End-J 2.667E-05 4.068E-05 O/S
P2 B1493 NX10.25 End-I 3.722E-05 2.201E-05 O/S
ETABS® v9.7.2 Concrete Frame Design Design Summary Output ACI 318-05/IBC 2003 Units: Ton-m
Anexo – 2
14
Concrete Beam Design - Flexural & Shear Design Rebar Areas Story Beam Section Location Top Bottom Shear
Level Bay Name Rebar Area Rebar Area Rebar Area
P2 B1493 NX10.25 Middle 9.950E-06 5.090E-05 O/S
P2 B1493 NX10.25 End-J 4.021E-05 2.106E-05 O/S
P2 B1494 NX10.25 End-I 3.205E-05 4.035E-05 O/S
P2 B1494 NX10.25 Middle 4.892E-05 4.104E-05 O/S
P2 B1494 NX10.25 End-J 9.956E-05 6.483E-05 O/S
P2 B1495 NX10.25 End-I 7.700E-05 4.304E-05 O/S
P2 B1495 NX10.25 Middle 2.303E-05 4.591E-05 O/S
P2 B1495 NX10.25 End-J 2.136E-05 4.033E-05 O/S
P2 B1496 NX10.25 End-I 3.495E-05 2.159E-05 O/S
P2 B1496 NX10.25 Middle 9.405E-06 4.910E-05 O/S
P2 B1496 NX10.25 End-J 3.799E-05 2.070E-05 O/S
P2 B1497 NX10.25 End-I 2.431E-05 4.152E-05 O/S
P2 B1497 NX10.25 Middle 5.336E-05 4.089E-05 O/S
P2 B1497 NX10.25 End-J 8.261E-05 4.903E-05 O/S
P2 B1498 NX10.25 End-I 7.700E-05 4.920E-05 O/S
P2 B1498 NX10.25 Middle 2.440E-05 5.092E-05 O/S
P2 B1498 NX10.25 End-J 2.440E-05 3.851E-05 O/S
P2 B1499 NX10.25 End-I 5.185E-05 2.570E-05 O/S
P2 B1499 NX10.25 Middle 1.359E-05 5.426E-05 O/S
P2 B1499 NX10.25 End-J 5.513E-05 2.730E-05 O/S
P2 B1500 NX10.25 End-I 3.074E-05 4.040E-05 O/S
P2 B1500 NX10.25 Middle 5.033E-05 4.413E-05 O/S
P2 B1500 NX10.25 End-J 9.534E-05 6.214E-05 O/S
P2 B1501 NX10.25 End-I 7.753E-05 5.076E-05 O/S
P2 B1501 NX10.25 Middle 2.516E-05 5.670E-05 O/S
P2 B1501 NX10.25 End-J 2.821E-05 3.645E-05 O/S
P2 B1502 NX10.25 End-I 6.931E-05 3.424E-05 O/S
P2 B1502 NX10.25 Middle 1.780E-05 6.339E-05 O/S
P2 B1502 NX10.25 End-J 7.253E-05 3.581E-05 O/S
P2 B1503 NX10.25 End-I 3.498E-05 3.779E-05 O/S
P2 B1503 NX10.25 Middle 4.338E-05 4.418E-05 O/S
P2 B1503 NX10.25 End-J 1.090E-04 7.082E-05 O/S
P2 B1504 NX10.25 End-I 7.751E-05 5.074E-05 O/S
P2 B1504 NX10.25 Middle 2.515E-05 5.792E-05 O/S
P2 B1504 NX10.25 End-J 4.901E-05 2.628E-05 O/S
P2 B1505 NX10.25 End-I 7.700E-05 4.188E-05 O/S
P2 B1505 NX10.25 Middle 2.152E-05 6.688E-05 O/S
P2 B1505 NX10.25 End-J 7.700E-05 4.337E-05 O/S
P2 B1506 NX10.25 End-I 3.838E-05 3.838E-05 O/S
P2 B1506 NX10.25 Middle 3.838E-05 5.133E-05 O/S
P2 B1506 NX10.25 End-J 1.201E-04 7.700E-05 O/S
P2 B1507 NX10.25 End-I 4.678E-05 2.320E-05 O/S
P2 B1507 NX10.25 Middle 1.156E-05 2.277E-05 O/S
P2 B1507 NX10.25 End-J 3.589E-05 1.784E-05 O/S
P2 B1508 NX10.25 End-I 5.974E-05 2.956E-05 O/S
P2 B1508 NX10.25 Middle 1.471E-05 2.162E-05 O/S
P2 B1508 NX10.25 End-J 4.480E-05 2.223E-05 O/S
P2 B1509 NX10.25 End-I 5.997E-05 2.967E-05 O/S
P2 B1509 NX10.25 Middle 1.476E-05 2.211E-05 O/S
P2 B1509 NX10.25 End-J 4.980E-05 2.469E-05 O/S
P2 B1510 NX10.25 End-I 4.880E-05 2.420E-05 O/S
P2 B1510 NX10.25 Middle 1.211E-05 2.172E-05 O/S
ETABS® v9.7.2 Concrete Frame Design Design Summary Output ACI 318-05/IBC 2003 Units: Ton-m
Anexo – 2
15
Concrete Beam Design - Flexural & Shear Design Rebar Areas Story Beam Section Location Top Bottom Shear
Level Bay Name Rebar Area Rebar Area Rebar Area
P2 B1510 NX10.25 End-J 4.903E-05 2.431E-05 O/S
P2 B1511 NX10.25 End-I 7.700E-05 4.946E-05 O/S
P2 B1511 NX10.25 Middle 2.452E-05 6.287E-05 O/S
P2 B1511 NX10.25 End-J 6.783E-05 3.352E-05 O/S
P2 B1512 NX10.25 End-I 7.700E-05 4.800E-05 O/S
P2 B1512 NX10.25 Middle 2.449E-05 7.251E-05 O/S
P2 B1512 NX10.25 End-J 7.700E-05 4.939E-05 O/S
P2 B1513 NX10.25 End-I 5.173E-05 4.101E-05 O/S
P2 B1513 NX10.25 Middle 4.101E-05 5.532E-05 O/S
P2 B1513 NX10.25 End-J 1.288E-04 7.700E-05 O/S
P2 B1514 NX10.25 End-I 7.700E-05 4.879E-05 O/S
P2 B1514 NX10.25 Middle 2.419E-05 6.170E-05 O/S
P2 B1514 NX10.25 End-J 7.700E-05 4.114E-05 O/S
P2 B1515 NX10.25 End-I 8.000E-05 5.234E-05 O/S
P2 B1515 NX10.25 Middle 2.656E-05 7.557E-05 O/S
P2 B1515 NX10.25 End-J 8.198E-05 5.361E-05 O/S
P2 B1516 NX10.25 End-I 6.677E-05 4.209E-05 O/S
P2 B1516 NX10.25 Middle 4.209E-05 5.927E-05 O/S
P2 B1516 NX10.25 End-J 1.323E-04 7.700E-05 O/S
P2 B1517 NX10.25 End-I 7.700E-05 4.708E-05 O/S
P2 B1517 NX10.25 Middle 2.335E-05 6.357E-05 O/S
P2 B1517 NX10.25 End-J 7.700E-05 4.685E-05 O/S
P2 B1518 NX10.25 End-I 8.381E-05 5.479E-05 O/S
P2 B1518 NX10.25 Middle 2.770E-05 7.571E-05 O/S
P2 B1518 NX10.25 End-J 8.561E-05 5.593E-05 O/S
P2 B1519 NX10.25 End-I 7.700E-05 3.879E-05 O/S
P2 B1519 NX10.25 Middle 3.788E-05 6.101E-05 O/S
P2 B1519 NX10.25 End-J 1.185E-04 7.677E-05 O/S
P2 B1542 NX10.25 End-I 7.700E-05 4.351E-05 O/S
P2 B1542 NX10.25 Middle 2.613E-05 5.998E-05 O/S
P2 B1542 NX10.25 End-J 8.061E-05 5.274E-05 O/S
P2 B1543 NX10.25 End-I 8.487E-05 5.546E-05 O/S
P2 B1543 NX10.25 Middle 2.794E-05 6.862E-05 O/S
P2 B1543 NX10.25 End-J 8.639E-05 5.643E-05 O/S
P2 B1544 NX10.25 End-I 7.700E-05 4.552E-05 O/S
P2 B1544 NX10.25 Middle 3.164E-05 6.234E-05 O/S
P2 B1544 NX10.25 End-J 9.907E-05 6.398E-05 O/S
P2 B1545 NX10.25 End-I 7.700E-05 4.032E-05 O/S
P2 B1545 NX10.25 Middle 2.593E-05 5.425E-05 O/S
P2 B1545 NX10.25 End-J 7.998E-05 5.233E-05 O/S
P2 B1546 NX10.25 End-I 8.083E-05 5.288E-05 O/S
P2 B1546 NX10.25 Middle 2.661E-05 6.080E-05 O/S
P2 B1546 NX10.25 End-J 8.215E-05 5.372E-05 O/S
P2 B1547 NX10.25 End-I 7.700E-05 4.591E-05 O/S
P2 B1547 NX10.25 Middle 3.135E-05 5.865E-05 O/S
P2 B1547 NX10.25 End-J 9.729E-05 6.339E-05 O/S
P2 B1548 NX10.25 End-I 7.215E-05 3.563E-05 O/S
P2 B1548 NX10.25 Middle 2.404E-05 4.668E-05 O/S
P2 B1548 NX10.25 End-J 7.700E-05 4.849E-05 O/S
P2 B1549 NX10.25 End-I 7.700E-05 4.756E-05 O/S
P2 B1549 NX10.25 Middle 2.388E-05 5.108E-05 O/S
P2 B1549 NX10.25 End-J 7.700E-05 4.816E-05 O/S
ETABS® v9.7.2 Concrete Frame Design Design Summary Output ACI 318-05/IBC 2003 Units: Ton-m
Anexo – 2
16
Concrete Beam Design - Flexural & Shear Design Rebar Areas Story Beam Section Location Top Bottom Shear
Level Bay Name Rebar Area Rebar Area Rebar Area
P2 B1550 NX10.25 End-I 7.700E-05 4.306E-05 O/S
P2 B1550 NX10.25 Middle 2.649E-05 4.545E-05 O/S
P2 B1550 NX10.25 End-J 8.176E-05 5.347E-05 O/S
P2 B1551 NX10.25 End-I 5.984E-05 2.961E-05 O/S
P2 B1551 NX10.25 Middle 1.923E-05 3.842E-05 O/S
P2 B1551 NX10.25 End-J 7.700E-05 3.872E-05 O/S
P2 B1552 NX10.25 End-I 7.605E-05 3.753E-05 O/S
P2 B1552 NX10.25 Middle 1.864E-05 4.357E-05 O/S
P2 B1552 NX10.25 End-J 7.601E-05 3.751E-05 O/S
P2 B1553 NX10.25 End-I 7.035E-05 3.475E-05 O/S
P2 B1553 NX10.25 Middle 1.977E-05 3.752E-05 O/S
P2 B1553 NX10.25 End-J 7.700E-05 3.981E-05 O/S
P2 B1563 NX10.25 End-I 7.700E-05 6.247E-05 O/S
P2 B1563 NX10.25 Middle 6.247E-05 6.535E-05 O/S
P2 B1563 NX10.25 End-J 2.017E-04 9.585E-05 O/S
P2 B1564 NX10.25 End-I 8.535E-05 5.577E-05 O/S
P2 B1564 NX10.25 Middle 2.814E-05 7.373E-05 O/S
P2 B1564 NX10.25 End-J 8.701E-05 5.683E-05 O/S
P2 B1565 NX10.25 End-I 7.700E-05 4.554E-05 O/S
P2 B1565 NX10.25 Middle 2.496E-05 6.307E-05 O/S
P2 B1565 NX10.25 End-J 7.700E-05 5.036E-05 O/S
P2 B1582 V30.50 End-I 6.148E-04 4.002E-04 O/S
P2 B1582 V30.50 Middle 1.979E-04 3.404E-04 O/S
P2 B1582 V30.50 End-J 5.393E-04 3.522E-04 O/S
P2 B1583 V30.50 End-I 8.007E-04 4.721E-04 O/S
P2 B1583 V30.50 Middle 2.548E-04 4.042E-04 O/S
P2 B1583 V30.50 End-J 4.721E-04 3.842E-04 O/S
P1 B1028 V30.50 End-I 7.328E-04 4.721E-04 O/S
P1 B1028 V30.50 Middle 2.342E-04 5.202E-04 4.016E-04
P1 B1028 V30.50 End-J 6.157E-04 4.008E-04 O/S
P1 B1029 V30.60 End-I 5.725E-04 3.342E-04 O/S
P1 B1029 V30.60 Middle 1.658E-04 4.152E-04 3.357E-04
P1 B1029 V30.60 End-J 3.157E-04 2.799E-04 O/S
P1 B1030 V30.40 End-I 0.001 5.118E-04 7.513E-04
P1 B1030 V30.40 Middle 3.342E-04 8.919E-04 2.511E-04
P1 B1030 V30.40 End-J 0.001 5.141E-04 7.109E-04
P1 B1037 V30.60 End-I 5.725E-04 2.833E-04 5.329E-04
P1 B1037 V30.60 Middle 1.407E-04 2.792E-04 4.077E-04
P1 B1037 V30.60 End-J 5.701E-04 2.813E-04 O/S
P1 B1038 V30.60 End-I 5.581E-04 2.755E-04 O/S
P1 B1038 V30.60 Middle 1.443E-04 2.693E-04 4.134E-04
P1 B1038 V30.60 End-J 5.725E-04 2.906E-04 O/S
P1 B1039 V30.60 End-I 5.725E-04 2.859E-04 O/S
P1 B1039 V30.60 Middle 1.577E-04 3.137E-04 4.016E-04
P1 B1039 V30.60 End-J 5.725E-04 3.176E-04 O/S
P1 B1048 V30.60 End-I 7.285E-04 4.745E-04 O/S
P1 B1048 V30.60 Middle 2.347E-04 5.725E-04 2.511E-04
P1 B1048 V30.60 End-J 4.981E-04 4.176E-04 2.511E-04
P1 B1049 V30.60 End-I 2.711E-04 2.711E-04 6.543E-04
P1 B1049 V30.60 Middle 5.725E-04 2.711E-04 8.667E-04
P1 B1049 V30.60 End-J 8.463E-04 5.491E-04 O/S
P1 B1051 V25.25 End-I 1.961E-04 1.282E-04 O/S
ETABS® v9.7.2 Concrete Frame Design Design Summary Output ACI 318-05/IBC 2003 Units: Ton-m
Anexo – 2
17
Concrete Beam Design - Flexural & Shear Design Rebar Areas Story Beam Section Location Top Bottom Shear
Level Bay Name Rebar Area Rebar Area Rebar Area
P1 B1051 V25.25 Middle 6.353E-05 1.838E-04 O/S
P1 B1051 V25.25 End-J 1.841E-04 9.538E-05 0.000
P1 B1052 V25.25 End-I 1.841E-04 9.969E-05 2.092E-04
P1 B1052 V25.25 Middle 5.179E-05 1.214E-04 2.092E-04
P1 B1052 V25.25 End-J 1.841E-04 1.044E-04 2.092E-04
P1 B1053 V25.25 End-I 1.902E-04 1.245E-04 O/S
P1 B1053 V25.25 Middle 6.167E-05 1.841E-04 O/S
P1 B1053 V25.25 End-J 1.841E-04 1.095E-04 2.270E-05
P1 B1054 V25.25 End-I 2.131E-04 1.391E-04 2.092E-04
P1 B1054 V25.25 Middle 6.885E-05 1.841E-04 O/S
P1 B1054 V25.25 End-J 6.885E-05 1.841E-04 O/S
P1 B1055 V30.40 End-I 6.584E-04 3.716E-04 9.287E-04
P1 B1055 V30.40 Middle 3.292E-04 2.091E-04 8.261E-04
P1 B1055 V30.40 End-J 2.091E-04 2.091E-04 6.817E-04
P1 B1056 V30.40 End-I 7.128E-04 3.716E-04 0.001
P1 B1056 V30.40 Middle 3.653E-04 2.254E-04 0.001
P1 B1056 V30.40 End-J 2.254E-04 2.254E-04 8.095E-04
P1 B1057 V30.40 End-I 4.766E-04 3.104E-04 6.350E-04
P1 B1057 V30.40 Middle 1.535E-04 2.299E-04 4.986E-04
P1 B1057 V30.40 End-J 3.847E-04 2.525E-04 6.128E-04
P1 B1059 V30.50 End-I 1.218E-04 1.218E-04 3.670E-04
P1 B1059 V30.50 Middle 2.865E-04 1.218E-04 5.001E-04
P1 B1059 V30.50 End-J 4.721E-04 2.452E-04 5.459E-04
P1 B1060 V25.25 End-I 7.627E-05 4.961E-05 2.092E-04
P1 B1060 V25.25 Middle 4.229E-05 7.590E-05 2.092E-04
P1 B1060 V25.25 End-J 1.723E-04 8.510E-05 2.092E-04
P1 B1061 V30.50 End-I 5.740E-04 3.743E-04 5.080E-04
P1 B1061 V30.50 Middle 1.852E-04 6.385E-04 4.144E-04
P1 B1061 V30.50 End-J 4.721E-04 3.652E-04 4.859E-04
P1 B1062 V30.40 End-I 3.716E-04 1.891E-04 4.695E-04
P1 B1062 V30.40 Middle 9.392E-05 3.716E-04 4.328E-04
P1 B1062 V30.40 End-J 9.392E-05 1.240E-04 4.178E-04
P1 B1063 V30.50 End-I 1.806E-04 5.502E-04 2.511E-04
P1 B1063 V30.50 Middle 3.451E-04 3.252E-04 2.511E-04
P1 B1063 V30.50 End-J 5.592E-04 3.649E-04 2.511E-04
P1 B1064 V30.50 End-I 5.826E-04 4.721E-04 9.501E-04
P1 B1064 V30.50 Middle 1.879E-04 1.879E-04 8.804E-04
P1 B1064 V30.50 End-J 4.721E-04 4.721E-04 8.240E-04
P1 B1065 V30.50 End-I 4.721E-04 3.307E-04 6.097E-04
P1 B1065 V30.50 Middle 1.451E-04 1.942E-04 5.121E-04
P1 B1065 V30.50 End-J 4.721E-04 4.250E-04 5.849E-04
P1 B1069 NY10.25 End-I 7.185E-05 3.548E-05 O/S
P1 B1069 NY10.25 Middle 4.039E-05 1.763E-05 O/S
P1 B1069 NY10.25 End-J 1.763E-05 1.763E-05 O/S
P1 B1070 NY10.25 End-I 7.700E-05 4.701E-05 O/S
P1 B1070 NY10.25 Middle 2.601E-05 2.332E-05 O/S
P1 B1070 NY10.25 End-J 2.332E-05 2.332E-05 O/S
P1 B1071 NY10.25 End-I 8.090E-05 5.292E-05 O/S
P1 B1071 NY10.25 Middle 2.622E-05 2.622E-05 O/S
P1 B1071 NY10.25 End-J 2.622E-05 2.622E-05 O/S
P1 B1072 NY10.25 End-I 8.525E-05 5.571E-05 O/S
P1 B1072 NY10.25 Middle 2.759E-05 2.759E-05 O/S
ETABS® v9.7.2 Concrete Frame Design Design Summary Output ACI 318-05/IBC 2003 Units: Ton-m
Anexo – 2
18
Concrete Beam Design - Flexural & Shear Design Rebar Areas Story Beam Section Location Top Bottom Shear
Level Bay Name Rebar Area Rebar Area Rebar Area
P1 B1072 NY10.25 End-J 2.759E-05 2.759E-05 O/S
P1 B1073 NY10.25 End-I 8.623E-05 5.633E-05 O/S
P1 B1073 NY10.25 Middle 2.790E-05 2.790E-05 O/S
P1 B1073 NY10.25 End-J 2.790E-05 2.790E-05 O/S
P1 B1074 NY10.25 End-I 8.398E-05 5.489E-05 O/S
P1 B1074 NY10.25 Middle 2.719E-05 2.719E-05 O/S
P1 B1074 NY10.25 End-J 2.719E-05 2.719E-05 O/S
P1 B1075 NY10.25 End-I 7.832E-05 5.127E-05 O/S
P1 B1075 NY10.25 Middle 2.541E-05 2.541E-05 O/S
P1 B1075 NY10.25 End-J 2.541E-05 2.541E-05 O/S
P1 B1076 NY10.25 End-I 7.700E-05 4.546E-05 O/S
P1 B1076 NY10.25 Middle 2.255E-05 2.255E-05 O/S
P1 B1076 NY10.25 End-J 2.255E-05 2.255E-05 O/S
P1 B1077 NY10.25 End-I 7.700E-05 3.920E-05 O/S
P1 B1077 NY10.25 Middle 1.947E-05 1.957E-05 O/S
P1 B1077 NY10.25 End-J 1.947E-05 1.947E-05 O/S
P1 B1078 NY10.25 End-I 6.644E-05 3.284E-05 O/S
P1 B1078 NY10.25 Middle 1.633E-05 2.100E-05 O/S
P1 B1078 NY10.25 End-J 1.633E-05 1.633E-05 O/S
P1 B1079 NY10.25 End-I 4.750E-05 2.356E-05 O/S
P1 B1079 NY10.25 Middle 2.047E-05 2.546E-05 O/S
P1 B1079 NY10.25 End-J 1.173E-05 1.321E-05 O/S
P1 B1080 NY10.25 End-I 7.237E-05 3.574E-05 O/S
P1 B1080 NY10.25 Middle 4.133E-05 1.776E-05 O/S
P1 B1080 NY10.25 End-J 1.776E-05 1.776E-05 O/S
P1 B1081 NY10.25 End-I 7.700E-05 4.765E-05 O/S
P1 B1081 NY10.25 Middle 2.853E-05 2.363E-05 O/S
P1 B1081 NY10.25 End-J 2.363E-05 2.363E-05 O/S
P1 B1082 NY10.25 End-I 8.311E-05 5.434E-05 O/S
P1 B1082 NY10.25 Middle 2.692E-05 2.692E-05 O/S
P1 B1082 NY10.25 End-J 2.692E-05 2.692E-05 O/S
P1 B1083 NY10.25 End-I 8.937E-05 5.834E-05 O/S
P1 B1083 NY10.25 Middle 2.888E-05 2.888E-05 O/S
P1 B1083 NY10.25 End-J 2.888E-05 2.888E-05 O/S
P1 B1084 NY10.25 End-I 9.300E-05 6.066E-05 O/S
P1 B1084 NY10.25 Middle 3.001E-05 3.001E-05 O/S
P1 B1084 NY10.25 End-J 3.001E-05 3.001E-05 O/S
P1 B1085 NY10.25 End-I 9.433E-05 6.150E-05 O/S
P1 B1085 NY10.25 Middle 3.043E-05 3.043E-05 O/S
P1 B1085 NY10.25 End-J 3.043E-05 3.043E-05 O/S
P1 B1086 NY10.25 End-I 9.339E-05 6.090E-05 O/S
P1 B1086 NY10.25 Middle 3.013E-05 3.013E-05 O/S
P1 B1086 NY10.25 End-J 3.013E-05 3.013E-05 O/S
P1 B1087 NY10.25 End-I 9.018E-05 5.885E-05 O/S
P1 B1087 NY10.25 Middle 2.913E-05 2.913E-05 O/S
P1 B1087 NY10.25 End-J 2.913E-05 2.913E-05 O/S
P1 B1088 NY10.25 End-I 8.437E-05 5.515E-05 O/S
P1 B1088 NY10.25 Middle 2.731E-05 2.731E-05 O/S
P1 B1088 NY10.25 End-J 2.731E-05 2.731E-05 O/S
P1 B1089 NY10.25 End-I 7.700E-05 4.868E-05 O/S
P1 B1089 NY10.25 Middle 3.187E-05 2.414E-05 O/S
P1 B1089 NY10.25 End-J 2.414E-05 2.414E-05 O/S
ETABS® v9.7.2 Concrete Frame Design Design Summary Output ACI 318-05/IBC 2003 Units: Ton-m
Anexo – 2
19
Concrete Beam Design - Flexural & Shear Design Rebar Areas Story Beam Section Location Top Bottom Shear
Level Bay Name Rebar Area Rebar Area Rebar Area
P1 B1090 NY10.25 End-I 7.510E-05 3.675E-05 O/S
P1 B1090 NY10.25 Middle 4.595E-05 1.826E-05 O/S
P1 B1090 NY10.25 End-J 1.826E-05 1.826E-05 O/S
P1 B1091 NY10.25 End-I 7.607E-05 3.701E-05 O/S
P1 B1091 NY10.25 Middle 4.625E-05 1.839E-05 O/S
P1 B1091 NY10.25 End-J 1.839E-05 1.839E-05 O/S
P1 B1092 NY10.25 End-I 7.741E-05 5.068E-05 O/S
P1 B1092 NY10.25 Middle 3.375E-05 2.512E-05 O/S
P1 B1092 NY10.25 End-J 2.512E-05 2.512E-05 O/S
P1 B1093 NY10.25 End-I 9.236E-05 6.024E-05 O/S
P1 B1093 NY10.25 Middle 2.981E-05 2.981E-05 O/S
P1 B1093 NY10.25 End-J 2.981E-05 2.981E-05 O/S
P1 B1094 NY10.25 End-I 1.042E-04 6.774E-05 O/S
P1 B1094 NY10.25 Middle 3.348E-05 3.348E-05 O/S
P1 B1094 NY10.25 End-J 3.348E-05 3.348E-05 O/S
P1 B1095 NY10.25 End-I 1.133E-04 7.353E-05 O/S
P1 B1095 NY10.25 Middle 3.630E-05 3.630E-05 O/S
P1 B1095 NY10.25 End-J 3.630E-05 3.701E-05 O/S
P1 B1096 NY10.25 End-I 1.192E-04 7.700E-05 O/S
P1 B1096 NY10.25 Middle 3.810E-05 3.810E-05 O/S
P1 B1096 NY10.25 End-J 3.810E-05 6.475E-05 O/S
P1 B1097 NY10.25 End-I 1.213E-04 7.700E-05 O/S
P1 B1097 NY10.25 Middle 3.876E-05 3.876E-05 O/S
P1 B1097 NY10.25 End-J 3.876E-05 5.716E-05 O/S
P1 B1098 NY10.25 End-I 1.198E-04 7.700E-05 O/S
P1 B1098 NY10.25 Middle 3.829E-05 3.829E-05 O/S
P1 B1098 NY10.25 End-J 3.829E-05 5.316E-05 O/S
P1 B1099 NY10.25 End-I 1.149E-04 7.453E-05 O/S
P1 B1099 NY10.25 Middle 3.679E-05 3.679E-05 O/S
P1 B1099 NY10.25 End-J 3.679E-05 4.987E-05 O/S
P1 B1100 NY10.25 End-I 1.047E-04 6.808E-05 O/S
P1 B1100 NY10.25 Middle 4.900E-05 3.364E-05 O/S
P1 B1100 NY10.25 End-J 3.364E-05 4.834E-05 O/S
P1 B1101 NY10.25 End-I 8.484E-05 5.407E-05 O/S
P1 B1101 NY10.25 Middle 6.500E-05 2.679E-05 O/S
P1 B1101 NY10.25 End-J 2.679E-05 5.196E-05 O/S
P1 B1102 NY10.25 End-I 9.442E-05 7.615E-05 O/S
P1 B1102 NY10.25 Middle 3.558E-05 1.085E-04 O/S
P1 B1102 NY10.25 End-J 1.110E-04 7.205E-05 O/S
P1 B1103 NY10.25 End-I 1.237E-04 7.700E-05 O/S
P1 B1103 NY10.25 Middle 4.562E-05 9.778E-05 O/S
P1 B1103 NY10.25 End-J 1.440E-04 7.700E-05 O/S
P1 B1104 NY10.25 End-I 1.407E-04 7.700E-05 O/S
P1 B1104 NY10.25 Middle 5.150E-05 1.040E-04 O/S
P1 B1104 NY10.25 End-J 1.638E-04 7.868E-05 O/S
P1 B1105 NY10.25 End-I 1.505E-04 7.861E-05 O/S
P1 B1105 NY10.25 Middle 5.476E-05 1.084E-04 O/S
P1 B1105 NY10.25 End-J 1.750E-04 8.377E-05 O/S
P1 B1106 NY10.25 End-I 1.537E-04 8.246E-05 O/S
P1 B1106 NY10.25 Middle 5.585E-05 1.096E-04 O/S
P1 B1106 NY10.25 End-J 1.787E-04 8.548E-05 O/S
P1 B1107 NY10.25 End-I 1.500E-04 8.194E-05 O/S
ETABS® v9.7.2 Concrete Frame Design Design Summary Output ACI 318-05/IBC 2003 Units: Ton-m
Anexo – 2
20
Concrete Beam Design - Flexural & Shear Design Rebar Areas Story Beam Section Location Top Bottom Shear
Level Bay Name Rebar Area Rebar Area Rebar Area
P1 B1107 NY10.25 Middle 5.481E-05 1.063E-04 O/S
P1 B1107 NY10.25 End-J 1.751E-04 8.384E-05 O/S
P1 B1108 NY10.25 End-I 1.391E-04 7.700E-05 O/S
P1 B1108 NY10.25 Middle 5.159E-05 9.821E-05 O/S
P1 B1108 NY10.25 End-J 1.641E-04 7.882E-05 O/S
P1 B1109 NY10.25 End-I 1.212E-04 7.700E-05 O/S
P1 B1109 NY10.25 Middle 4.618E-05 8.568E-05 O/S
P1 B1109 NY10.25 End-J 1.459E-04 7.700E-05 O/S
P1 B1110 NY10.25 End-I 9.687E-05 7.300E-05 O/S
P1 B1110 NY10.25 Middle 3.856E-05 7.700E-05 O/S
P1 B1110 NY10.25 End-J 1.207E-04 7.700E-05 O/S
P1 B1111 NY10.25 End-I 7.700E-05 5.696E-05 O/S
P1 B1111 NY10.25 Middle 2.851E-05 7.700E-05 O/S
P1 B1111 NY10.25 End-J 8.820E-05 5.759E-05 O/S
P1 B1113 NY10.25 End-I 2.954E-05 7.700E-05 O/S
P1 B1113 NY10.25 Middle 2.954E-05 7.700E-05 O/S
P1 B1113 NY10.25 End-J 9.148E-05 5.968E-05 O/S
P1 B1114 NY10.25 End-I 3.439E-05 7.700E-05 O/S
P1 B1114 NY10.25 Middle 3.439E-05 7.700E-05 O/S
P1 B1114 NY10.25 End-J 1.071E-04 6.962E-05 O/S
P1 B1115 NY10.25 End-I 3.520E-05 7.700E-05 O/S
P1 B1115 NY10.25 Middle 3.520E-05 7.700E-05 O/S
P1 B1115 NY10.25 End-J 1.097E-04 7.128E-05 O/S
P1 B1116 NY10.25 End-I 3.381E-05 7.700E-05 O/S
P1 B1116 NY10.25 Middle 3.381E-05 7.700E-05 O/S
P1 B1116 NY10.25 End-J 1.052E-04 6.843E-05 O/S
P1 B1117 NY10.25 End-I 3.067E-05 7.360E-05 O/S
P1 B1117 NY10.25 Middle 3.067E-05 7.700E-05 O/S
P1 B1117 NY10.25 End-J 9.511E-05 6.200E-05 O/S
P1 B1118 NY10.25 End-I 7.700E-05 4.056E-05 O/S
P1 B1118 NY10.25 Middle 2.426E-05 3.185E-05 O/S
P1 B1118 NY10.25 End-J 4.924E-05 3.004E-05 O/S
P1 B1119 NY10.25 End-I 7.700E-05 4.758E-05 O/S
P1 B1119 NY10.25 Middle 2.360E-05 3.293E-05 O/S
P1 B1119 NY10.25 End-J 5.244E-05 2.899E-05 O/S
P1 B1120 NY10.25 End-I 7.700E-05 4.816E-05 O/S
P1 B1120 NY10.25 Middle 2.388E-05 3.492E-05 O/S
P1 B1120 NY10.25 End-J 5.022E-05 2.692E-05 O/S
P1 B1121 NY10.25 End-I 7.700E-05 4.563E-05 O/S
P1 B1121 NY10.25 Middle 2.264E-05 3.363E-05 O/S
P1 B1121 NY10.25 End-J 4.508E-05 2.412E-05 O/S
P1 B1122 NY10.25 End-I 7.700E-05 4.053E-05 O/S
P1 B1122 NY10.25 Middle 2.013E-05 2.973E-05 O/S
P1 B1122 NY10.25 End-J 3.754E-05 2.076E-05 O/S
P1 B1123 NY10.25 End-I 7.700E-05 4.376E-05 O/S
P1 B1123 NY10.25 Middle 2.544E-05 3.882E-05 O/S
P1 B1123 NY10.25 End-J 6.438E-05 3.183E-05 O/S
P1 B1124 NY10.25 End-I 8.546E-05 5.584E-05 O/S
P1 B1124 NY10.25 Middle 2.765E-05 5.201E-05 O/S
P1 B1124 NY10.25 End-J 7.306E-05 3.607E-05 O/S
P1 B1125 NY10.25 End-I 9.526E-05 6.209E-05 O/S
P1 B1125 NY10.25 Middle 3.071E-05 6.154E-05 O/S
ETABS® v9.7.2 Concrete Frame Design Design Summary Output ACI 318-05/IBC 2003 Units: Ton-m
Anexo – 2
21
Concrete Beam Design - Flexural & Shear Design Rebar Areas Story Beam Section Location Top Bottom Shear
Level Bay Name Rebar Area Rebar Area Rebar Area
P1 B1125 NY10.25 End-J 7.643E-05 3.771E-05 O/S
P1 B1126 NY10.25 End-I 1.030E-04 6.699E-05 O/S
P1 B1126 NY10.25 Middle 3.311E-05 6.718E-05 O/S
P1 B1126 NY10.25 End-J 7.700E-05 3.848E-05 O/S
P1 B1127 NY10.25 End-I 1.063E-04 6.912E-05 O/S
P1 B1127 NY10.25 Middle 3.415E-05 7.700E-05 O/S
P1 B1127 NY10.25 End-J 7.700E-05 4.811E-05 O/S
P1 B1128 NY10.25 End-I 1.056E-04 6.866E-05 O/S
P1 B1128 NY10.25 Middle 3.392E-05 7.700E-05 O/S
P1 B1128 NY10.25 End-J 7.700E-05 5.078E-05 O/S
P1 B1129 NY10.25 End-I 1.007E-04 6.555E-05 O/S
P1 B1129 NY10.25 Middle 3.241E-05 7.700E-05 O/S
P1 B1129 NY10.25 End-J 7.700E-05 4.850E-05 O/S
P1 B1130 NY10.25 End-I 9.120E-05 5.951E-05 O/S
P1 B1130 NY10.25 Middle 2.945E-05 6.059E-05 O/S
P1 B1130 NY10.25 End-J 7.700E-05 4.026E-05 O/S
P1 B1131 NY10.25 End-I 7.851E-05 5.138E-05 O/S
P1 B1131 NY10.25 Middle 2.547E-05 4.902E-05 O/S
P1 B1131 NY10.25 End-J 7.356E-05 3.631E-05 O/S
P1 B1132 NY10.25 End-I 7.700E-05 3.997E-05 O/S
P1 B1132 NY10.25 Middle 2.032E-05 3.360E-05 O/S
P1 B1132 NY10.25 End-J 6.047E-05 2.992E-05 O/S
P1 B1133 NY10.25 End-I 5.072E-05 2.514E-05 O/S
P1 B1133 NY10.25 Middle 1.321E-05 3.999E-05 O/S
P1 B1133 NY10.25 End-J 5.207E-05 2.580E-05 O/S
P1 B1134 NY10.25 End-I 4.489E-05 2.227E-05 O/S
P1 B1134 NY10.25 Middle 2.401E-05 3.396E-05 O/S
P1 B1134 NY10.25 End-J 5.780E-05 2.861E-05 O/S
P1 B1135 NY10.25 End-I 5.329E-05 2.640E-05 O/S
P1 B1135 NY10.25 Middle 1.314E-05 4.487E-05 O/S
P1 B1135 NY10.25 End-J 3.805E-05 1.890E-05 O/S
P1 B1312 NX10.25 End-I 7.700E-05 4.888E-05 O/S
P1 B1312 NX10.25 Middle 2.424E-05 5.101E-05 O/S
P1 B1312 NX10.25 End-J 3.248E-05 3.591E-05 O/S
P1 B1313 NX10.25 End-I 7.700E-05 3.985E-05 O/S
P1 B1313 NX10.25 Middle 2.455E-05 3.287E-05 O/S
P1 B1313 NX10.25 End-J 7.700E-05 4.953E-05 O/S
P1 B1314 NX10.25 End-I 8.718E-05 5.694E-05 O/S
P1 B1314 NX10.25 Middle 2.819E-05 7.534E-05 O/S
P1 B1314 NX10.25 End-J 5.852E-05 5.293E-05 O/S
P1 B1315 NX10.25 End-I 7.700E-05 4.645E-05 O/S
P1 B1315 NX10.25 Middle 2.591E-05 4.479E-05 O/S
P1 B1315 NX10.25 End-J 7.992E-05 5.229E-05 O/S
P1 B1316 NX10.25 End-I 9.421E-05 6.143E-05 O/S
P1 B1316 NX10.25 Middle 3.039E-05 7.700E-05 O/S
P1 B1316 NX10.25 End-J 7.700E-05 6.999E-05 O/S
P1 B1317 NX10.25 End-I 7.700E-05 4.748E-05 O/S
P1 B1317 NX10.25 Middle 2.419E-05 5.978E-05 O/S
P1 B1317 NX10.25 End-J 7.700E-05 4.878E-05 O/S
P1 B1322 NX10.25 End-I 7.255E-05 3.582E-05 O/S
P1 B1322 NX10.25 Middle 1.944E-05 2.782E-05 O/S
P1 B1322 NX10.25 End-J 7.700E-05 3.915E-05 O/S
ETABS® v9.7.2 Concrete Frame Design Design Summary Output ACI 318-05/IBC 2003 Units: Ton-m
Anexo – 2
22
Concrete Beam Design - Flexural & Shear Design Rebar Areas Story Beam Section Location Top Bottom Shear
Level Bay Name Rebar Area Rebar Area Rebar Area
P1 B1323 NX10.25 End-I 3.535E-05 1.823E-05 O/S
P1 B1323 NX10.25 Middle 1.823E-05 2.183E-05 O/S
P1 B1323 NX10.25 End-J 7.432E-05 3.668E-05 O/S
P1 B1324 NX10.25 End-I 7.700E-05 4.099E-05 O/S
P1 B1324 NX10.25 Middle 2.202E-05 3.659E-05 O/S
P1 B1324 NX10.25 End-J 7.700E-05 4.438E-05 O/S
P1 B1325 NX10.25 End-I 5.680E-05 2.813E-05 O/S
P1 B1325 NX10.25 Middle 2.086E-05 3.358E-05 O/S
P1 B1325 NX10.25 End-J 7.700E-05 4.202E-05 O/S
P1 B1326 NX10.25 End-I 7.700E-05 4.050E-05 O/S
P1 B1326 NX10.25 Middle 2.160E-05 4.308E-05 O/S
P1 B1326 NX10.25 End-J 7.700E-05 4.352E-05 O/S
P1 B1327 NX10.25 End-I 7.174E-05 3.543E-05 O/S
P1 B1327 NX10.25 Middle 2.040E-05 4.433E-05 O/S
P1 B1327 NX10.25 End-J 7.700E-05 4.109E-05 O/S
P1 B1347 NX10.25 End-I 1.591E-05 1.591E-05 O/S
P1 B1347 NX10.25 Middle 3.617E-05 1.591E-05 O/S
P1 B1347 NX10.25 End-J 6.469E-05 3.199E-05 O/S
P1 B1348 NX10.25 End-I 5.872E-05 2.907E-05 O/S
P1 B1348 NX10.25 Middle 1.446E-05 4.140E-05 O/S
P1 B1348 NX10.25 End-J 2.763E-05 2.580E-05 O/S
P1 B1349 NX10.25 End-I 1.760E-05 1.760E-05 O/S
P1 B1349 NX10.25 Middle 2.940E-05 1.760E-05 O/S
P1 B1349 NX10.25 End-J 7.170E-05 3.541E-05 O/S
P1 B1350 NX10.25 End-I 6.997E-05 3.457E-05 O/S
P1 B1350 NX10.25 Middle 1.718E-05 5.201E-05 O/S
P1 B1350 NX10.25 End-J 3.997E-05 3.759E-05 O/S
P1 B1351 NX10.25 End-I 1.789E-05 1.789E-05 O/S
P1 B1351 NX10.25 Middle 2.461E-05 1.789E-05 O/S
P1 B1351 NX10.25 End-J 7.289E-05 3.599E-05 O/S
P1 B1352 NX10.25 End-I 7.700E-05 4.119E-05 O/S
P1 B1352 NX10.25 Middle 2.045E-05 6.208E-05 O/S
P1 B1352 NX10.25 End-J 5.624E-05 4.944E-05 O/S
P1 B1353 NX10.25 End-I 1.859E-05 1.859E-05 O/S
P1 B1353 NX10.25 Middle 2.227E-05 1.859E-05 O/S
P1 B1353 NX10.25 End-J 7.581E-05 3.741E-05 O/S
P1 B1354 NX10.25 End-I 7.700E-05 4.476E-05 O/S
P1 B1354 NX10.25 Middle 2.221E-05 6.838E-05 O/S
P1 B1354 NX10.25 End-J 6.563E-05 5.520E-05 O/S
P1 B1355 NX10.25 End-I 1.829E-05 1.829E-05 O/S
P1 B1355 NX10.25 Middle 2.103E-05 1.829E-05 O/S
P1 B1355 NX10.25 End-J 7.458E-05 3.681E-05 O/S
P1 B1356 NX10.25 End-I 7.700E-05 4.442E-05 O/S
P1 B1356 NX10.25 Middle 2.204E-05 6.885E-05 O/S
P1 B1356 NX10.25 End-J 6.498E-05 5.294E-05 O/S
P1 B1357 NX10.25 End-I 1.729E-05 1.729E-05 O/S
P1 B1357 NX10.25 Middle 2.102E-05 1.729E-05 O/S
P1 B1357 NX10.25 End-J 7.042E-05 3.478E-05 O/S
P1 B1358 NX10.25 End-I 7.700E-05 3.935E-05 O/S
P1 B1358 NX10.25 Middle 1.954E-05 6.451E-05 O/S
P1 B1358 NX10.25 End-J 5.510E-05 4.330E-05 O/S
P1 B1359 NX10.25 End-I 1.434E-05 1.434E-05 O/S
ETABS® v9.7.2 Concrete Frame Design Design Summary Output ACI 318-05/IBC 2003 Units: Ton-m
Anexo – 2
23
Concrete Beam Design - Flexural & Shear Design Rebar Areas Story Beam Section Location Top Bottom Shear
Level Bay Name Rebar Area Rebar Area Rebar Area
P1 B1359 NX10.25 Middle 2.305E-05 1.434E-05 O/S
P1 B1359 NX10.25 End-J 5.824E-05 2.883E-05 O/S
P1 B1360 NX10.25 End-I 5.819E-05 2.881E-05 O/S
P1 B1360 NX10.25 Middle 1.433E-05 5.854E-05 O/S
P1 B1360 NX10.25 End-J 4.377E-05 3.225E-05 O/S
P1 B1372 NX10.25 End-I 1.473E-05 4.210E-05 O/S
P1 B1372 NX10.25 Middle 1.798E-05 3.444E-05 O/S
P1 B1372 NX10.25 End-J 5.983E-05 2.961E-05 O/S
P1 B1374 NX10.25 End-I 1.695E-05 4.255E-05 O/S
P1 B1374 NX10.25 Middle 1.695E-05 3.399E-05 O/S
P1 B1374 NX10.25 End-J 6.903E-05 3.411E-05 O/S
P1 B1376 NX10.25 End-I 1.931E-05 4.719E-05 O/S
P1 B1376 NX10.25 Middle 1.931E-05 3.277E-05 O/S
P1 B1376 NX10.25 End-J 7.700E-05 3.887E-05 O/S
P1 B1378 NX10.25 End-I 1.924E-05 5.177E-05 O/S
P1 B1378 NX10.25 Middle 2.413E-05 3.220E-05 O/S
P1 B1378 NX10.25 End-J 7.700E-05 3.874E-05 O/S
P1 B1393 NX10.25 End-I 2.215E-05 2.809E-05 O/S
P1 B1393 NX10.25 Middle 2.215E-05 2.382E-05 O/S
P1 B1393 NX10.25 End-J 7.700E-05 4.465E-05 O/S
P1 B1395 NX10.25 End-I 2.225E-05 2.225E-05 O/S
P1 B1395 NX10.25 Middle 2.230E-05 2.225E-05 O/S
P1 B1395 NX10.25 End-J 7.700E-05 4.485E-05 O/S
P1 B1397 NX10.25 End-I 2.241E-05 2.241E-05 O/S
P1 B1397 NX10.25 Middle 2.556E-05 2.241E-05 O/S
P1 B1397 NX10.25 End-J 7.700E-05 4.517E-05 O/S
P1 B1399 NX10.25 End-I 2.299E-05 2.299E-05 O/S
P1 B1399 NX10.25 Middle 2.848E-05 2.299E-05 O/S
P1 B1399 NX10.25 End-J 7.700E-05 4.635E-05 O/S
P1 B1401 NX10.25 End-I 2.404E-05 2.404E-05 O/S
P1 B1401 NX10.25 Middle 3.057E-05 2.404E-05 O/S
P1 B1401 NX10.25 End-J 7.700E-05 4.848E-05 O/S
P1 B1403 NX10.25 End-I 2.544E-05 2.544E-05 O/S
P1 B1403 NX10.25 Middle 3.133E-05 2.544E-05 O/S
P1 B1403 NX10.25 End-J 7.843E-05 5.134E-05 O/S
P1 B1405 NX10.25 End-I 2.707E-05 2.707E-05 O/S
P1 B1405 NX10.25 Middle 3.160E-05 2.707E-05 O/S
P1 B1405 NX10.25 End-J 8.361E-05 5.465E-05 O/S
P1 B1407 NX10.25 End-I 2.895E-05 2.895E-05 O/S
P1 B1407 NX10.25 Middle 2.997E-05 2.895E-05 O/S
P1 B1407 NX10.25 End-J 8.961E-05 5.849E-05 O/S
P1 B1409 NX10.25 End-I 2.971E-05 2.971E-05 O/S
P1 B1409 NX10.25 Middle 3.051E-05 2.971E-05 O/S
P1 B1409 NX10.25 End-J 9.202E-05 6.003E-05 O/S
P1 B1437 NX10.25 End-I 1.041E-04 6.769E-05 O/S
P1 B1437 NX10.25 Middle 3.345E-05 7.943E-05 O/S
P1 B1437 NX10.25 End-J 9.673E-05 6.303E-05 O/S
P1 B1438 NX10.25 End-I 1.049E-04 6.821E-05 O/S
P1 B1438 NX10.25 Middle 3.371E-05 8.501E-05 O/S
P1 B1438 NX10.25 End-J 1.043E-04 6.783E-05 O/S
P1 B1439 NX10.25 End-I 1.051E-04 6.835E-05 O/S
P1 B1439 NX10.25 Middle 3.427E-05 8.692E-05 O/S
ETABS® v9.7.2 Concrete Frame Design Design Summary Output ACI 318-05/IBC 2003 Units: Ton-m
Anexo – 2
24
Concrete Beam Design - Flexural & Shear Design Rebar Areas Story Beam Section Location Top Bottom Shear
Level Bay Name Rebar Area Rebar Area Rebar Area
P1 B1439 NX10.25 End-J 1.067E-04 6.937E-05 O/S
P1 B1440 NX10.25 End-I 1.043E-04 6.781E-05 O/S
P1 B1440 NX10.25 Middle 3.351E-05 8.517E-05 O/S
P1 B1440 NX10.25 End-J 1.041E-04 6.769E-05 O/S
P1 B1441 NX10.25 End-I 1.022E-04 6.647E-05 O/S
P1 B1441 NX10.25 Middle 3.286E-05 7.986E-05 O/S
P1 B1441 NX10.25 End-J 9.641E-05 6.282E-05 O/S
P1 B1442 NX10.25 End-I 9.862E-05 6.423E-05 O/S
P1 B1442 NX10.25 Middle 3.176E-05 7.700E-05 O/S
P1 B1442 NX10.25 End-J 8.391E-05 5.485E-05 O/S
P1 B1443 NX10.25 End-I 9.378E-05 6.115E-05 O/S
P1 B1443 NX10.25 Middle 3.026E-05 7.852E-05 O/S
P1 B1443 NX10.25 End-J 7.700E-05 7.174E-05 O/S
P1 B1444 NX10.25 End-I 8.875E-05 5.795E-05 O/S
P1 B1444 NX10.25 Middle 2.869E-05 7.700E-05 O/S
P1 B1444 NX10.25 End-J 6.338E-05 5.657E-05 O/S
P1 B1445 NX10.25 End-I 8.205E-05 5.365E-05 O/S
P1 B1445 NX10.25 Middle 2.658E-05 6.433E-05 O/S
P1 B1445 NX10.25 End-J 4.081E-05 4.197E-05 O/S
P1 B1454 NX10.25 End-I 1.054E-04 6.854E-05 O/S
P1 B1454 NX10.25 Middle 3.387E-05 7.700E-05 O/S
P1 B1454 NX10.25 End-J 8.414E-05 5.500E-05 O/S
P1 B1580 V30.50 End-I 4.721E-04 2.948E-04 3.667E-04
P1 B1580 V30.50 Middle 1.533E-04 3.536E-04 2.662E-04
P1 B1580 V30.50 End-J 4.724E-04 3.093E-04 3.186E-04
P1 B1581 V30.50 End-I 4.261E-04 4.144E-04 3.061E-04
P1 B1581 V30.50 Middle 2.679E-04 2.587E-04 3.169E-04
P1 B1581 V30.50 End-J 4.924E-04 3.222E-04 3.607E-04
PT B1066 V20.30 End-I 1.741E-04 8.600E-05 1.674E-04
PT B1066 V20.30 Middle 1.135E-04 1.778E-04 1.941E-04
PT B1066 V20.30 End-J 4.274E-05 4.368E-05 2.118E-04
PT B1067 V20.30 End-I 2.987E-05 1.490E-05 0.000
PT B1067 V20.30 Middle 7.444E-06 1.547E-05 0.000
PT B1067 V20.30 End-J 7.444E-06 7.916E-06 0.000
PT B1582 V20.30 End-I 6.225E-05 4.312E-05 0.000
PT B1582 V20.30 Middle 3.277E-05 3.654E-05 1.674E-04
PT B1582 V20.30 End-J 5.712E-05 4.020E-05 1.674E-04
PT B1583 V20.30 End-I 1.182E-04 5.861E-05 0.000
PT B1583 V20.30 Middle 3.048E-05 4.836E-05 0.000
PT B1583 V20.30 End-J 1.235E-04 6.123E-05 0.000
PT B1584 V20.30 End-I 3.074E-05 2.172E-05 1.674E-04
PT B1584 V20.30 Middle 1.279E-05 1.716E-05 1.674E-04
PT B1584 V20.30 End-J 2.406E-05 1.201E-05 1.674E-04
BASE B1068 V20.30 End-I 3.864E-06 1.931E-06 0.000
BASE B1068 V20.30 Middle 0.000 1.288E-06 0.000
BASE B1068 V20.30 End-J 3.864E-06 1.931E-06 0.000
ETABS® v9.7.2 Concrete Frame Design Design Summary Output ACI 318-05/IBC 2003 Units: Ton-m
Anexo – 2
25
Concrete Beam Design - Torsion Design Rebar Areas Concrete Beam Design - Torsion Design Rebar Areas
Story Beam Section Torsion-Shear Torsion-Long. Level Bay Name Rebar Area Rebar Area
P2 B1028 V30.50 4.431E-04 5.773E-04 P2 B1029 V30.60 3.932E-04 6.989E-04 P2 B1030 V30.50 2.683E-04 5.773E-04 P2 B1032 V30.40 6.880E-04 7.186E-04 P2 B1033 V30.40 6.531E-04 6.821E-04 P2 B1034 V30.40 0.001 0.001 P2 B1037 V30.60 8.666E-04 0.001 P2 B1038 V30.60 5.794E-04 8.369E-04 P2 B1039 V30.60 7.424E-04 0.001 P2 B1040 V30.40 3.752E-04 4.557E-04 P2 B1043 V40.80 5.734E-04 0.001 P2 B1044 V40.80 7.634E-04 0.002 P2 B1045 V30.50 4.860E-04 6.048E-04 P2 B1046 V30.50 0.000 0.000 P2 B1047 V30.50 3.635E-04 5.773E-04 P2 B1048 V30.50 3.519E-04 5.773E-04 P2 B1057 V30.50 6.474E-04 8.056E-04 P2 B1058 V30.50 2.405E-04 5.773E-04 P2 B1061 V30.50 2.124E-04 5.773E-04 P2 B1064 V30.50 3.013E-04 5.773E-04 P2 B1065 V30.50 2.141E-04 5.773E-04 P2 B1102 NY10.25 5.136E-04 1.769E-04 P2 B1103 NY10.25 4.685E-04 1.614E-04 P2 B1104 NY10.25 4.089E-04 1.408E-04 P2 B1105 NY10.25 0.000 0.000 P2 B1106 NY10.25 0.000 0.000 P2 B1107 NY10.25 0.000 0.000 P2 B1108 NY10.25 3.294E-04 1.134E-04 P2 B1109 NY10.25 5.140E-04 1.770E-04 P2 B1110 NY10.25 6.443E-04 2.219E-04 P2 B1111 NY10.25 6.840E-04 2.356E-04 P2 B1123 NY10.25 0.000 0.000 P2 B1124 NY10.25 0.000 0.000 P2 B1125 NY10.25 0.000 0.000 P2 B1126 NY10.25 0.000 0.000 P2 B1127 NY10.25 0.000 0.000 P2 B1128 NY10.25 0.000 0.000 P2 B1129 NY10.25 0.000 0.000 P2 B1130 NY10.25 0.000 0.000 P2 B1131 NY10.25 0.000 0.000 P2 B1132 NY10.25 3.025E-04 1.042E-04 P2 B1133 NY10.25 0.000 0.000 P2 B1134 NY10.25 3.612E-04 1.244E-04 P2 B1135 NY10.25 0.000 0.000 P2 B1137 NY10.25 0.001 4.715E-04 P2 B1138 NY10.25 0.001 4.294E-04 P2 B1142 NY10.25 0.001 4.390E-04 P2 B1143 NY10.25 0.001 4.552E-04 P2 B1147 NY10.25 0.001 4.097E-04 P2 B1148 NY10.25 0.001 4.336E-04 P2 B1152 NY10.25 0.001 3.632E-04
ETABS® v9.7.2 Concrete Frame Design Design Summary Output ACI 318-05/IBC 2003 Units: Ton-m
Anexo – 2
26
Concrete Beam Design - Torsion Design Rebar Areas Story Beam Section Torsion-Shear Torsion-Long. Level Bay Name Rebar Area Rebar Area
P2 B1153 NY10.25 0.001 3.952E-04 P2 B1157 NY10.25 9.557E-04 3.291E-04 P2 B1158 NY10.25 0.001 3.553E-04 P2 B1162 NY10.25 9.221E-04 3.176E-04 P2 B1163 NY10.25 9.770E-04 3.365E-04 P2 B1167 NY10.25 0.001 3.507E-04 P2 B1168 NY10.25 0.001 3.550E-04 P2 B1171 NY10.25 0.001 3.715E-04 P2 B1172 NY10.25 0.001 3.750E-04 P2 B1175 NY10.25 0.001 3.684E-04 P2 B1176 NY10.25 0.001 3.708E-04 P2 B1179 NY10.25 9.574E-04 3.297E-04 P2 B1180 NY10.25 9.690E-04 3.337E-04 P2 B1183 NY10.25 6.854E-04 2.360E-04 P2 B1184 NY10.25 6.964E-04 2.399E-04 P2 B1211 NY10.25 8.126E-04 2.799E-04 P2 B1212 NY10.25 7.614E-04 2.622E-04 P2 B1213 NY10.25 7.014E-04 2.416E-04 P2 B1214 NY10.25 7.480E-04 2.576E-04 P2 B1215 NY10.25 7.285E-04 2.509E-04 P2 B1216 NY10.25 8.318E-04 2.865E-04 P2 B1217 NY10.25 9.193E-04 3.166E-04 P2 B1218 NY10.25 0.001 3.548E-04 P2 B1219 NY10.25 6.355E-04 2.189E-04 P2 B1220 NY10.25 7.472E-04 2.573E-04 P2 B1221 NY10.25 0.001 3.449E-04 P2 B1222 NY10.25 0.001 3.941E-04 P2 B1223 NY10.25 4.717E-04 1.625E-04 P2 B1224 NY10.25 5.464E-04 1.882E-04 P2 B1225 NY10.25 9.726E-04 3.350E-04 P2 B1226 NY10.25 0.001 3.950E-04 P2 B1227 NY10.25 0.000 0.000 P2 B1228 NY10.25 3.013E-04 1.038E-04 P2 B1229 NY10.25 9.161E-04 3.155E-04 P2 B1230 NY10.25 0.001 3.729E-04 P2 B1231 NY10.25 0.000 0.000 P2 B1232 NY10.25 0.000 0.000 P2 B1233 NY10.25 0.001 3.507E-04 P2 B1234 NY10.25 9.697E-04 3.340E-04 P2 B1235 NY10.25 3.329E-04 1.147E-04 P2 B1236 NY10.25 4.030E-04 1.388E-04 P2 B1237 NY10.25 0.001 4.107E-04 P2 B1238 NY10.25 8.679E-04 2.989E-04 P2 B1239 NY10.25 5.276E-04 1.817E-04 P2 B1240 NY10.25 6.505E-04 2.240E-04 P2 B1241 NY10.25 0.001 4.535E-04 P2 B1242 NY10.25 8.749E-04 3.013E-04 P2 B1243 NY10.25 7.040E-04 2.425E-04 P2 B1244 NY10.25 8.404E-04 2.894E-04 P2 B1245 NY10.25 0.001 4.528E-04 P2 B1246 NY10.25 9.323E-04 3.211E-04 P2 B1247 NY10.25 8.095E-04 2.788E-04
ETABS® v9.7.2 Concrete Frame Design Design Summary Output ACI 318-05/IBC 2003 Units: Ton-m
Anexo – 2
27
Concrete Beam Design - Torsion Design Rebar Areas Story Beam Section Torsion-Shear Torsion-Long. Level Bay Name Rebar Area Rebar Area
P2 B1248 NY10.25 9.093E-04 3.132E-04 P2 B1249 NY10.25 0.001 3.860E-04 P2 B1250 NY10.25 9.076E-04 3.126E-04 P2 B1251 NY10.25 9.024E-04 3.108E-04 P2 B1252 NY10.25 8.101E-04 2.790E-04 P2 B1253 NY10.25 8.111E-04 2.793E-04 P2 B1254 NY10.25 8.577E-04 2.954E-04 P2 B1285 NY10.25 0.000 0.000 P2 B1286 NY10.25 0.000 0.000 P2 B1287 NY10.25 0.000 0.000 P2 B1288 NY10.25 0.000 0.000 P2 B1289 NY10.25 0.000 0.000 P2 B1290 NY10.25 0.000 0.000 P2 B1291 NY10.25 0.000 0.000 P2 B1312 NX10.25 6.243E-04 2.150E-04 P2 B1313 NX10.25 8.997E-04 3.099E-04 P2 B1314 NX10.25 6.868E-04 2.365E-04 P2 B1315 NX10.25 9.278E-04 3.195E-04 P2 B1316 NX10.25 6.274E-04 2.161E-04 P2 B1317 NX10.25 9.057E-04 3.119E-04 P2 B1322 NX10.25 8.591E-04 2.959E-04 P2 B1323 NX10.25 0.001 4.031E-04 P2 B1324 NX10.25 9.006E-04 3.102E-04 P2 B1325 NX10.25 0.001 4.462E-04 P2 B1326 NX10.25 8.325E-04 2.867E-04 P2 B1327 NX10.25 0.001 4.493E-04 P2 B1348 NX10.25 0.000 0.000 P2 B1350 NX10.25 0.000 0.000 P2 B1352 NX10.25 0.000 0.000 P2 B1354 NX10.25 0.000 0.000 P2 B1356 NX10.25 0.000 0.000 P2 B1358 NX10.25 3.042E-04 1.048E-04 P2 B1360 NX10.25 0.000 0.000 P2 B1455 NX10.25 5.058E-04 1.742E-04 P2 B1456 NX10.25 0.001 4.362E-04 P2 B1457 NX10.25 7.021E-04 2.418E-04 P2 B1458 NX10.25 8.673E-04 2.987E-04 P2 B1459 NX10.25 3.562E-04 1.227E-04 P2 B1460 NX10.25 0.001 4.102E-04 P2 B1461 NX10.25 5.476E-04 1.886E-04 P2 B1462 NX10.25 8.450E-04 2.910E-04 P2 B1463 NX10.25 0.000 0.000 P2 B1464 NX10.25 0.001 3.801E-04 P2 B1465 NX10.25 4.396E-04 1.514E-04 P2 B1466 NX10.25 8.528E-04 2.937E-04 P2 B1467 NX10.25 0.000 0.000 P2 B1468 NX10.25 0.001 3.476E-04 P2 B1469 NX10.25 3.671E-04 1.264E-04 P2 B1470 NX10.25 9.094E-04 3.132E-04 P2 B1471 NX10.25 0.000 0.000 P2 B1472 NX10.25 9.934E-04 3.421E-04 P2 B1473 NX10.25 2.947E-04 1.015E-04
ETABS® v9.7.2 Concrete Frame Design Design Summary Output ACI 318-05/IBC 2003 Units: Ton-m
Anexo – 2
28
Concrete Beam Design - Torsion Design Rebar Areas Story Beam Section Torsion-Shear Torsion-Long. Level Bay Name Rebar Area Rebar Area
P2 B1474 NX10.25 0.001 3.528E-04 P2 B1475 NX10.25 0.000 0.000 P2 B1476 NX10.25 0.001 3.650E-04 P2 B1477 NX10.25 0.000 0.000 P2 B1478 NX10.25 0.001 3.841E-04 P2 B1479 NX10.25 4.000E-04 1.377E-04 P2 B1480 NX10.25 0.001 3.780E-04 P2 B1481 NX10.25 2.945E-04 1.014E-04 P2 B1482 NX10.25 0.001 4.002E-04 P2 B1483 NX10.25 5.078E-04 1.749E-04 P2 B1484 NX10.25 0.001 3.593E-04 P2 B1485 NX10.25 3.895E-04 1.341E-04 P2 B1486 NX10.25 0.001 3.852E-04 P2 B1487 NX10.25 5.706E-04 1.965E-04 P2 B1488 NX10.25 8.966E-04 3.088E-04 P2 B1489 NX10.25 4.282E-04 1.475E-04 P2 B1490 NX10.25 9.549E-04 3.289E-04 P2 B1491 NX10.25 5.785E-04 1.992E-04 P2 B1492 NX10.25 7.114E-04 2.450E-04 P2 B1493 NX10.25 3.550E-04 1.223E-04 P2 B1494 NX10.25 6.695E-04 2.306E-04 P2 B1495 NX10.25 6.525E-04 2.247E-04 P2 B1496 NX10.25 3.113E-04 1.072E-04 P2 B1497 NX10.25 4.844E-04 1.668E-04 P2 B1498 NX10.25 9.084E-04 3.128E-04 P2 B1499 NX10.25 4.140E-04 1.426E-04 P2 B1500 NX10.25 7.589E-04 2.614E-04 P2 B1501 NX10.25 0.001 3.596E-04 P2 B1502 NX10.25 3.907E-04 1.346E-04 P2 B1503 NX10.25 9.213E-04 3.173E-04 P2 B1504 NX10.25 0.001 3.754E-04 P2 B1505 NX10.25 3.033E-04 1.045E-04 P2 B1506 NX10.25 9.809E-04 3.378E-04 P2 B1507 NX10.25 0.000 0.000 P2 B1508 NX10.25 0.000 0.000 P2 B1509 NX10.25 0.000 0.000 P2 B1510 NX10.25 3.068E-04 1.057E-04 P2 B1511 NX10.25 0.001 3.608E-04 P2 B1512 NX10.25 0.000 0.000 P2 B1513 NX10.25 9.935E-04 3.422E-04 P2 B1514 NX10.25 9.710E-04 3.344E-04 P2 B1515 NX10.25 3.450E-04 1.188E-04 P2 B1516 NX10.25 9.564E-04 3.294E-04 P2 B1517 NX10.25 9.246E-04 3.184E-04 P2 B1518 NX10.25 4.203E-04 1.447E-04 P2 B1519 NX10.25 9.168E-04 3.158E-04 P2 B1542 NX10.25 0.001 3.620E-04 P2 B1543 NX10.25 5.544E-04 1.909E-04 P2 B1544 NX10.25 0.001 4.051E-04 P2 B1545 NX10.25 0.001 3.896E-04 P2 B1546 NX10.25 6.440E-04 2.218E-04 P2 B1547 NX10.25 0.001 4.554E-04
ETABS® v9.7.2 Concrete Frame Design Design Summary Output ACI 318-05/IBC 2003 Units: Ton-m
Anexo – 2
29
Concrete Beam Design - Torsion Design Rebar Areas Story Beam Section Torsion-Shear Torsion-Long. Level Bay Name Rebar Area Rebar Area
P2 B1548 NX10.25 0.001 4.194E-04 P2 B1549 NX10.25 7.747E-04 2.668E-04 P2 B1550 NX10.25 0.001 4.531E-04 P2 B1551 NX10.25 0.001 4.496E-04 P2 B1552 NX10.25 8.826E-04 3.040E-04 P2 B1553 NX10.25 0.001 4.111E-04 P2 B1563 NX10.25 9.543E-04 3.286E-04 P2 B1564 NX10.25 4.749E-04 1.636E-04 P2 B1565 NX10.25 9.708E-04 3.344E-04 P2 B1582 V30.50 0.001 0.001 P2 B1583 V30.50 9.334E-04 0.001 P1 B1028 V30.50 8.992E-04 0.001 P1 B1029 V30.60 9.764E-04 0.001 P1 B1030 V30.40 2.595E-04 4.557E-04 P1 B1037 V30.60 6.591E-04 9.520E-04 P1 B1038 V30.60 6.511E-04 9.404E-04 P1 B1039 V30.60 8.582E-04 0.001 P1 B1048 V30.60 5.645E-04 8.154E-04 P1 B1049 V30.60 6.058E-04 8.750E-04 P1 B1051 V25.25 5.067E-04 3.265E-04 P1 B1052 V25.25 0.000 0.000 P1 B1053 V25.25 5.754E-04 3.708E-04 P1 B1054 V25.25 3.955E-04 2.549E-04 P1 B1055 V30.40 1.293E-04 4.557E-04 P1 B1056 V30.40 2.230E-04 4.557E-04 P1 B1057 V30.40 0.000 0.000 P1 B1059 V30.50 4.251E-04 5.773E-04 P1 B1060 V25.25 1.756E-04 2.382E-04 P1 B1061 V30.50 5.392E-04 6.709E-04 P1 B1062 V30.40 3.654E-04 4.557E-04 P1 B1063 V30.50 2.338E-04 5.773E-04 P1 B1064 V30.50 1.994E-04 5.773E-04 P1 B1065 V30.50 2.584E-04 5.773E-04 P1 B1069 NY10.25 8.302E-04 2.859E-04 P1 B1070 NY10.25 7.009E-04 2.414E-04 P1 B1071 NY10.25 5.235E-04 1.803E-04 P1 B1072 NY10.25 3.765E-04 1.297E-04 P1 B1073 NY10.25 0.000 0.000 P1 B1074 NY10.25 3.820E-04 1.316E-04 P1 B1075 NY10.25 5.489E-04 1.890E-04 P1 B1076 NY10.25 7.065E-04 2.433E-04 P1 B1077 NY10.25 8.430E-04 2.903E-04 P1 B1078 NY10.25 8.815E-04 3.036E-04 P1 B1079 NY10.25 7.550E-04 2.600E-04 P1 B1080 NY10.25 8.290E-04 2.855E-04 P1 B1081 NY10.25 7.083E-04 2.439E-04 P1 B1082 NY10.25 5.393E-04 1.857E-04 P1 B1083 NY10.25 3.950E-04 1.360E-04 P1 B1084 NY10.25 0.000 0.000 P1 B1085 NY10.25 0.000 0.000 P1 B1086 NY10.25 0.000 0.000 P1 B1087 NY10.25 3.420E-04 1.178E-04
ETABS® v9.7.2 Concrete Frame Design Design Summary Output ACI 318-05/IBC 2003 Units: Ton-m
Anexo – 2
30
Concrete Beam Design - Torsion Design Rebar Areas Story Beam Section Torsion-Shear Torsion-Long. Level Bay Name Rebar Area Rebar Area
P1 B1088 NY10.25 5.054E-04 1.741E-04 P1 B1089 NY10.25 6.764E-04 2.329E-04 P1 B1090 NY10.25 7.960E-04 2.741E-04 P1 B1091 NY10.25 0.001 3.629E-04 P1 B1092 NY10.25 9.664E-04 3.328E-04 P1 B1093 NY10.25 9.211E-04 3.172E-04 P1 B1094 NY10.25 8.269E-04 2.848E-04 P1 B1095 NY10.25 6.328E-04 2.179E-04 P1 B1096 NY10.25 3.185E-04 1.097E-04 P1 B1097 NY10.25 0.000 0.000 P1 B1098 NY10.25 3.100E-04 1.068E-04 P1 B1099 NY10.25 4.880E-04 1.681E-04 P1 B1100 NY10.25 7.132E-04 2.456E-04 P1 B1101 NY10.25 8.972E-04 3.090E-04 P1 B1102 NY10.25 0.001 4.454E-04 P1 B1103 NY10.25 0.001 3.680E-04 P1 B1104 NY10.25 8.297E-04 2.857E-04 P1 B1105 NY10.25 4.961E-04 1.709E-04 P1 B1106 NY10.25 0.000 0.000 P1 B1107 NY10.25 4.198E-04 1.446E-04 P1 B1108 NY10.25 8.484E-04 2.922E-04 P1 B1109 NY10.25 0.001 4.224E-04 P1 B1110 NY10.25 0.001 5.060E-04 P1 B1111 NY10.25 0.001 5.162E-04 P1 B1113 NY10.25 7.411E-04 2.552E-04 P1 B1114 NY10.25 5.763E-04 1.985E-04 P1 B1115 NY10.25 3.906E-04 1.345E-04 P1 B1116 NY10.25 4.168E-04 1.436E-04 P1 B1117 NY10.25 4.654E-04 1.603E-04 P1 B1118 NY10.25 4.773E-04 1.644E-04 P1 B1119 NY10.25 3.541E-04 1.219E-04 P1 B1120 NY10.25 3.062E-04 1.054E-04 P1 B1121 NY10.25 2.909E-04 1.002E-04 P1 B1122 NY10.25 3.425E-04 1.179E-04 P1 B1123 NY10.25 4.209E-04 1.450E-04 P1 B1124 NY10.25 3.091E-04 1.065E-04 P1 B1125 NY10.25 0.000 0.000 P1 B1126 NY10.25 0.000 0.000 P1 B1127 NY10.25 3.083E-04 1.062E-04 P1 B1128 NY10.25 1.783E-04 8.677E-05 P1 B1129 NY10.25 0.000 0.000 P1 B1130 NY10.25 0.000 0.000 P1 B1131 NY10.25 3.769E-04 1.298E-04 P1 B1132 NY10.25 4.494E-04 1.548E-04 P1 B1133 NY10.25 5.258E-04 1.811E-04 P1 B1134 NY10.25 5.336E-04 1.838E-04 P1 B1135 NY10.25 5.004E-04 1.724E-04 P1 B1312 NX10.25 0.001 4.697E-04 P1 B1313 NX10.25 9.352E-04 3.221E-04 P1 B1314 NX10.25 0.002 5.275E-04 P1 B1315 NX10.25 8.914E-04 3.070E-04 P1 B1316 NX10.25 0.001 4.907E-04
ETABS® v9.7.2 Concrete Frame Design Design Summary Output ACI 318-05/IBC 2003 Units: Ton-m
Anexo – 2
31
Concrete Beam Design - Torsion Design Rebar Areas Story Beam Section Torsion-Shear Torsion-Long. Level Bay Name Rebar Area Rebar Area
P1 B1317 NX10.25 8.006E-04 2.757E-04 P1 B1322 NX10.25 6.868E-04 2.365E-04 P1 B1323 NX10.25 7.319E-04 2.520E-04 P1 B1324 NX10.25 4.886E-04 1.683E-04 P1 B1325 NX10.25 8.164E-04 2.812E-04 P1 B1326 NX10.25 0.000 0.000 P1 B1327 NX10.25 8.959E-04 3.085E-04 P1 B1347 NX10.25 3.315E-04 1.142E-04 P1 B1348 NX10.25 3.664E-04 1.262E-04 P1 B1349 NX10.25 3.131E-04 1.078E-04 P1 B1350 NX10.25 4.412E-04 1.519E-04 P1 B1351 NX10.25 0.000 0.000 P1 B1352 NX10.25 3.630E-04 1.250E-04 P1 B1353 NX10.25 0.000 0.000 P1 B1354 NX10.25 0.000 0.000 P1 B1355 NX10.25 0.000 0.000 P1 B1356 NX10.25 0.000 0.000 P1 B1357 NX10.25 0.000 0.000 P1 B1358 NX10.25 3.272E-04 1.127E-04 P1 B1359 NX10.25 3.292E-04 1.134E-04 P1 B1360 NX10.25 3.913E-04 1.348E-04 P1 B1372 NX10.25 3.820E-04 1.316E-04 P1 B1374 NX10.25 5.385E-04 1.855E-04 P1 B1376 NX10.25 5.003E-04 1.723E-04 P1 B1378 NX10.25 3.284E-04 1.131E-04 P1 B1393 NX10.25 4.850E-04 1.670E-04 P1 B1395 NX10.25 5.062E-04 1.743E-04 P1 B1397 NX10.25 4.833E-04 1.665E-04 P1 B1399 NX10.25 4.594E-04 1.582E-04 P1 B1401 NX10.25 4.320E-04 1.488E-04 P1 B1403 NX10.25 3.983E-04 1.372E-04 P1 B1405 NX10.25 3.609E-04 1.243E-04 P1 B1407 NX10.25 3.531E-04 1.216E-04 P1 B1409 NX10.25 4.386E-04 1.510E-04 P1 B1437 NX10.25 8.116E-04 2.795E-04 P1 B1438 NX10.25 4.361E-04 1.502E-04 P1 B1439 NX10.25 0.000 0.000 P1 B1440 NX10.25 3.357E-04 1.156E-04 P1 B1441 NX10.25 7.005E-04 2.412E-04 P1 B1442 NX10.25 0.001 3.519E-04 P1 B1443 NX10.25 0.001 4.335E-04 P1 B1444 NX10.25 0.001 4.625E-04 P1 B1445 NX10.25 0.001 4.031E-04 P1 B1454 NX10.25 0.001 3.968E-04 P1 B1580 V30.50 3.297E-04 5.773E-04 P1 B1581 V30.50 9.733E-05 5.773E-04 PT B1066 V20.30 0.000 0.000 PT B1067 V20.30 1.106E-04 2.341E-04 PT B1582 V20.30 1.624E-04 2.395E-04 PT B1583 V20.30 0.000 0.000 PT B1584 V20.30 1.253E-04 2.395E-04
BASE B1068 V20.30 0.000 0.000
ANEXO
DETALLE DEL ANÁLISIS Y
DISEÑO DE LA CIMENTACIÓN
CC Roldos Teatro 5 Cim.fdb SAFE v12.3.1 - License #C1D Model Definition 25 junio 2012
Anexo – 3
1
Model Definition
1. Model geometry This section provides model geometry information, including items such as joint coordinates, joint restraints, and element connectivity.
1.1. Connectivity
Table 1: Concrete Slab Design Summary 02 - Span Definition Data Table 1: Concrete Slab Design Summary 02 - Span Definition Data
Strip SpanID SpanLength StartDist GlobalX1 GlobalY1 GlobalX2 GlobalY2
m m m m m m
CSA3 Cantilever Start 1.00000 0.00000 6.00000 14.70000 6.00000 13.70000
CSA3 Cantilever End 1.00000 1.00000 6.00000 13.70000 6.00000 12.70000
CSA4 Cantilever Start 1.00000 0.00000 12.00000 14.70000 12.00000 13.70000
CSA4 Cantilever End 1.00000 1.00000 12.00000 13.70000 12.00000 12.70000
CSA5 Cantilever Start 1.00000 0.00000 18.00000 12.00000 18.00000 11.00000
CSA5 Cantilever End 1.00000 1.00000 18.00000 11.00000 18.00000 10.00000
CSA6 Cantilever Start 1.00000 0.00000 23.75000 8.10000 23.75000 7.10000
CSA6 Cantilever End 1.00000 1.00000 23.75000 7.10000 23.75000 6.10000
CSA7 Cantilever Start 1.25000 0.00000 18.00000 1.25000 18.00000 0.00000
CSA7 Cantilever End 1.25000 1.25000 18.00000 0.00000 18.00000 -1.25000
CSA8 Cantilever Start 1.25000 0.00000 12.00000 1.25000 12.00000 0.00000
CSA8 Cantilever End 1.25000 1.25000 12.00000 0.00000 12.00000 -1.25000
CSA9 Cantilever Start 1.25000 0.00000 6.00000 1.25000 6.00000 0.00000
CSA9 Cantilever End 1.25000 1.25000 6.00000 0.00000 6.00000 -1.25000
CSB1 Cantilever Start 1.50000 0.00000 16.50000 7.10000 18.00000 7.10000
CSB1 Cantilever End 1.50000 1.50000 18.00000 7.10000 19.50000 7.10000
CSB2 Cantilever Start 0.75000 0.00000 23.00000 11.00000 23.75000 11.00000
CSB2 Cantilever End 0.75000 0.75000 23.75000 11.00000 24.50000 11.00000
CSB3 Cantilever Start 0.75000 0.00000 23.00000 13.70000 23.75000 13.70000
CSB3 Cantilever End 0.75000 0.75000 23.75000 13.70000 24.50000 13.70000
CSB4 Cantilever Start 0.75000 0.00000 17.25000 13.70000 18.00000 13.70000
CSB4 Cantilever End 0.75000 0.75000 18.00000 13.70000 18.75000 13.70000
CSB5 Cantilever Start 0.75000 0.00000 23.00000 0.00000 23.75000 0.00000
CSB5 Cantilever End 0.75000 0.75000 23.75000 0.00000 24.50000 0.00000
CSB6 Cantilever Start 0.75000 0.00000 -0.75000 0.00000 0.00000 0.00000
CSB6 Cantilever End 0.75000 0.75000 0.00000 0.00000 0.75000 0.00000
CSB7 Cantilever Start 1.25000 0.00000 4.75000 0.00000 6.00000 0.00000
CSB7 Cantilever End 1.25000 1.25000 6.00000 0.00000 7.25000 0.00000
CSB8 Cantilever Start 0.75000 0.00000 -0.75000 13.70000 -1.110E-16 13.70000
CSB8 Cantilever End 0.75000 0.75000 -1.110E-16 13.70000 0.75000 13.70000
CSA10 Cantilever Start 0.75000 0.00000 0.00000 0.75000 0.00000 0.00000
CSA10 Cantilever End 0.75000 0.75000 0.00000 0.00000 0.00000 -0.75000
CSA12 Cantilever Start 0.75000 0.00000 18.00000 14.45000 18.00000 13.70000
CSA12 Cantilever End 0.75000 0.75000 18.00000 13.70000 18.00000 12.95000
CSA13 Cantilever Start 0.75000 0.00000 23.75000 14.45000 23.75000 13.70000
CSA13 Cantilever End 0.75000 0.75000 23.75000 13.70000 23.75000 12.95000
CSA14 Cantilever Start 0.75000 0.00000 23.75000 11.75000 23.75000 11.00000
CSA14 Cantilever End 0.75000 0.75000 23.75000 11.00000 23.75000 10.25000
CC Roldos Teatro 5 Cim.fdb SAFE v12.3.1 - License #C1D 2. Model properties 25 junio 2012
Anexo – 3
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Table 1: Concrete Slab Design Summary 02 - Span Definition Data
Strip SpanID SpanLength StartDist GlobalX1 GlobalY1 GlobalX2 GlobalY2
m m m m m m
CSA15 Cantilever Start 1.00000 0.00000 0.00000 8.10000 0.00000 7.10000
CSA15 Cantilever End 1.00000 1.00000 0.00000 7.10000 0.00000 6.10000
CSA16 Cantilever Start 0.75000 0.00000 23.75000 0.75000 23.75000 0.00000
CSA16 Cantilever End 0.75000 0.75000 23.75000 0.00000 23.75000 -0.75000
CSA17 Cantilever Start 1.50000 0.00000 18.00000 8.60000 18.00000 7.10000
CSA17 Cantilever End 1.50000 1.50000 18.00000 7.10000 18.00000 5.60000
CSA18 Cantilever Start 0.75000 0.00000 0.00000 14.45000 0.00000 13.70000
CSA18 Cantilever End 0.75000 0.75000 0.00000 13.70000 0.00000 12.95000
CSB12 Cantilever Start 1.00000 0.00000 5.00000 13.70000 6.00000 13.70000
CSB12 Cantilever End 1.00000 1.00000 6.00000 13.70000 7.00000 13.70000 CSB13 Cantilever Start 1.00000 0.00000 11.00000 13.70000 12.00000 13.70000
CSB13 Cantilever End 1.00000 1.00000 12.00000 13.70000 13.00000 13.70000
CSB14 Cantilever Start 1.00000 0.00000 -1.00000 7.10000 0.00000 7.10000
CSB14 Cantilever End 1.00000 1.00000 0.00000 7.10000 1.00000 7.10000
CSB15 Cantilever Start 1.00000 0.00000 17.00000 11.00000 18.00000 11.00000
CSB15 Cantilever End 1.00000 1.00000 18.00000 11.00000 19.00000 11.00000
CSB16 Cantilever Start 1.00000 0.00000 22.75000 7.10000 23.75000 7.10000
CSB16 Cantilever End 1.00000 1.00000 23.75000 7.10000 24.75000 7.10000
CSB17 Cantilever Start 1.25000 0.00000 10.75000 0.00000 12.00000 0.00000
CSB17 Cantilever End 1.25000 1.25000 12.00000 0.00000 13.25000 0.00000
CSB18 Cantilever Start 1.25000 0.00000 16.75000 0.00000 18.00000 0.00000
CSB18 Cantilever End 1.25000 1.25000 18.00000 0.00000 19.25000 0.00000
2. Model properties This section provides model properties, including items such as material properties, section properties, and support properties.
2.1. Material properties
Table 2: Material Properties 03 - Concrete Table 2: Material Properties 03 - Concrete
Material E U A UnitWt Fc LtWtConc
Tonf/m2 1/C Tonf/m3 Tonf/m2
C30 2719309.02 0.200000 9.9000E-06 2.4028E+00 3059.15 No
f'c=240 2184363.00 0.175000 9.9000E-06 2.4030E+00 2400.00 No
f'c=275 2184363.00 0.175000 9.9000E-06 2.4030E+00 2750.00 No
Table 3: Material Properties 04 - Rebar Table 3: Material Properties 04 - Rebar
Material E UnitWt Fy Fu
Tonf/m2 Tonf/m3 Tonf/m2 Tonf/m2
CSA-G30.18Gr400
20394323.84 7.8490E+00 40788.65 50985.81
fy=4200 20394323.84 7.8490E+00 42000.00 52500.00
CC Roldos Teatro 5 Cim.fdb SAFE v12.3.1 - License #C1D 2. Model properties 25 junio 2012
Anexo – 3
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Table 4: Material Properties 05 - Tendon Table 4: Material Properties 05 - Tendon
Material E UnitWt Fy Fu
Tonf/m2 Tonf/m3 Tonf/m2 Tonf/m2
A416MGr186 20037484.34 7.8490E+00 172332.04 189667.21
2.2. Section properties
Table 5: Slab Properties 02 - Solid Slabs Table 5: Slab Properties 02 - Solid Slabs
Slab Type MatProp Thickness Ortho
m
Col_Stiff Slab f'c=275 2.000000 No
P30 Footing f'c=240 0.300000 No
P40 Footing f'c=240 0.400000 No
SLAB1 Slab C30 0.200000 No
Table 6: Beam Properties 02 - Rectangular Beam Table 6: Beam Properties 02 - Rectangular Beam
Beam MatProp Depth WidthTop WidthBot
m m m
BEAM1 C30 0.600000 0.300000 0.300000
V20.30 f'c=240 0.300000 0.200000 0.200000
Table 7: Beam Properties 06 - Design Data Table 7: Beam Properties 06 - Design Data
Beam MatRebarL MatRebarS FlngWOpt CoverTop CoverBot NoDesign
m m
BEAM1 CSA-G30.18Gr400
CSA-G30.18Gr400
Analysis Property
0.075000 0.075000 No
V20.30 fy=4200 fy=4200 Analysis Property
0.030000 0.030000 No
Table 8: Column Properties 02 - Rectangular Table 8: Column Properties 02 - Rectangular
Column MatProp SecDim2 SecDim3 AutoRigid AutoDrop IncludeCap
m m
COL1 C30 0.600000 0.300000 No No No
Table 9: Wall Properties Table 9: Wall Properties
Wall MatProp Thickness AutoRigid OutOfPlane
m
WALL1 C30 0.300000 No Yes
CC Roldos Teatro 5 Cim.fdb SAFE v12.3.1 - License #C1D 3. Model assignments 25 junio 2012
Anexo – 3
4
2.3. Support properties
Table 10: Soil Properties Table 10: Soil Properties
Soil Subgrade
Tonf/m3
qa=10T/m2 1.2000E+03
Table 11: Spring Properties - Point Table 11: Spring Properties - Point
Spring Ux Uy Uz Rx Ry Rz NonlinOpt
Tonf/m Tonf/m Tonf/m Tonf-m/rad Tonf-m/rad Tonf-m/rad
PSPR1 0.000 0.000 1.000 0.00000 0.00000 0.00000 None (Linear)
Table 12: Spring Properties - Line
Table 12: Spring Properties - Line
Spring VertStiff RotStiff NonlinOpt
Tonf/m/m Tonf/rad
LSPR1 1.00 1.00000 None (Linear)
3. Model assignments This section provides model assignments, including assignments to slabs, beams, and joints.
3.1. Slab assignments
Table 13: Slab Property Assignments Table 13: Slab Property
Assignments
Area SlabProp
F33 P40
F34 P30
F35 P30
F36 P30
F37 P30
F38 P30
F39 P30
F40 P30
F41 P30
F42 P40
F43 P40
F44 P30
F45 P40
CC Roldos Teatro 5 Cim.fdb SAFE v12.3.1 - License #C1D 4. Model loading 25 junio 2012
Anexo – 3
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Table 13: Slab Property Assignments
Area SlabProp
F46 P40
F47 P40
3.2. Support assignments
Table 14: Soil Property Assignments Table 14: Soil Property
Assignments
Area SoilProp
F33 qa=10T/m2
F34 qa=10T/m2
F35 qa=10T/m2
F36 qa=10T/m2
F37 qa=10T/m2
F38 qa=10T/m2
F39 qa=10T/m2
F40 qa=10T/m2
F41 qa=10T/m2
F42 qa=10T/m2
F43 qa=10T/m2
F44 qa=10T/m2
F45 qa=10T/m2
F46 qa=10T/m2
F47 qa=10T/m2
4. Model loading This section provides model loading information, including load patterns, load cases, and load combinations.
4.1. Load patterns
Table 15: Load Patterns Table 15: Load Patterns
LoadPat Type SelfWtMult
CM DEAD 1.000000
CV LIVE 0.000000
CMA DEAD 0.000000
SXE QUAKE 0.000000
SYE QUAKE 0.000000
CC Roldos Teatro 5 Cim.fdb SAFE v12.3.1 - License #C1D 4. Model loading 25 junio 2012
Anexo – 3
6
Table 16: Load Assignments - Point Loads, Part 1 of 2 Table 16: Load Assignments - Point Loads, Part 1 of 2
Point LoadPat Fx Fy Fgrav
Tonf Tonf Tonf
1234 CM -0.1631 -0.2687 16.0988
1234 CV -0.1896 -0.1255 3.0799
1234 CMA -0.0335 -0.0267 0.9411
1234 SXE 2.7931 0.5257 -5.6596
1234 SYE 1.6539 -3.0368 -6.0745
1236 CM 0.3015 -0.2795 12.7682
1236 CV -0.0279 -0.2851 1.1365
1236 CMA 0.0441 -0.0648 0.5196
1236 SXE -7.9703 1.1397 -2.2098
1236 SYE 0.7554 -6.7099 5.2381
1237 CM 0.6944 -0.7099 38.8297
1237 CV 0.3367 -0.7103 9.5621
1237 CMA 0.0903 -0.1498 3.2566
1237 SXE 5.8272 -0.1842 -0.0011
1237 SYE 3.1664 0.0633 -1.8867
1239 CM -0.3784 -0.1402 28.1840
1239 CV -0.1885 -0.0960 3.8344
1239 CMA -0.0274 -0.0255 1.8971
1239 SXE -7.7378 0.2121 1.2502
1239 SYE 0.1308 -2.0591 1.6577
1240 CM 1.2599 -0.7200 38.3227
1240 CV 0.4346 -0.6614 9.4512
1240 CMA 0.1342 -0.1610 3.2554
1240 SXE 6.1314 -0.5330 -0.5601
1240 SYE 2.7050 1.9575 -1.5268
1242 CM -0.8849 1.6648 27.5061
1242 CV -0.2849 0.3450 3.6205
1242 CMA -0.0893 0.1665 1.7830
1242 SXE -6.0276 0.0939 1.1944
1242 SYE -0.5163 0.4536 1.3545
1243 CM 1.4146 -1.7380 30.5951
1243 CV 0.1475 -1.1588 10.6340
1243 CMA 0.1234 -0.3282 3.1652
1243 SXE 6.4611 0.3110 1.6711
1243 SYE 2.2315 3.1494 -2.2916
1244 CM 0.0039 -0.3652 42.2996
1244 CV -0.3746 0.4659 16.0442
1244 CMA 0.0148 0.0698 5.7309
1244 SXE 0.1662 0.3900 -2.9783
1244 SYE 0.6084 3.2944 -3.2510
1245 CM -0.4280 0.0547 10.5526
1245 CV -0.4482 0.0150 2.6144
1245 CMA -0.0986 0.0051 0.7548
1245 SXE -1.5277 0.1143 1.2826
1245 SYE -0.5319 -0.0231 3.8831
1246 CM 0.2661 -0.7541 12.1903
1246 CV 0.2557 -0.6176 4.5246
1246 CMA 0.0550 -0.1452 1.1896
1246 SXE 0.7438 0.8470 3.6089
1246 SYE 0.2248 1.8701 -2.1844
1247 CM 0.3654 -0.2811 18.3018
1247 CV 0.4738 0.3576 7.9836
1247 CMA 0.0931 0.0321 2.1111
1247 SXE 0.3865 1.6823 2.4132
1247 SYE 0.1700 3.9392 -5.0972
1248 CM 0.3910 -0.4964 11.7723
1248 CV 0.4692 0.0209 4.8602
CC Roldos Teatro 5 Cim.fdb SAFE v12.3.1 - License #C1D 4. Model loading 25 junio 2012
Anexo – 3
7
Table 16: Load Assignments - Point Loads, Part 1 of 2
Point LoadPat Fx Fy Fgrav
Tonf Tonf Tonf
1248 CMA 0.0971 -0.0337 1.2384
1248 SXE -0.1347 1.6429 5.6264
1248 SYE 0.1464 3.7120 18.8601
1257 CM -0.1337 1.3357 21.4037
1257 CV 0.0651 0.3600 6.9892
1257 CMA -0.0740 0.1535 2.4372
1257 SXE -6.9904 -0.0668 -1.9396
1257 SYE -7.2630 1.7888 0.7127
1259 CM 0.3032 -0.2963 11.5547
1259 CV 0.3810 0.0081 4.4645 1259 CMA 0.0766 -0.0205 1.1613
1259 SXE 0.0828 1.3026 1.6261
1259 SYE -0.0256 3.6245 -10.6940
1263 CM -4.1346 8.5602 1.8378
1263 CV -0.8500 1.8016 2.7372
1263 CMA -0.4098 0.8571 0.5856
1263 SXE 0.3448 -0.6451 0.0354
1263 SYE -2.0537 5.2488 -0.2109
1260 CM 4.1520 -10.1570 2.6888
1260 CV 0.4629 -2.1294 2.8720
1260 CMA 0.4508 -1.0153 0.6740
1260 SXE 5.3582 0.8703 0.5503
1260 SYE 9.7574 -5.9754 1.0021
1235 CM -1.1876 -0.9643 23.2256
1235 CV -0.2704 -0.8136 2.8183
1235 CMA -0.1291 -0.2010 1.3693
1235 SXE 0.4558 2.5473 -0.5548
1235 SYE -0.0648 -14.8160 -0.7690
Table 16: Load Assignments - Point Loads, Part 2 of 2 Table 16: Load Assignments - Point Loads, Part 2 of 2
Point Mx My Mz XDim YDim
Tonf-m Tonf-m Tonf-m m m
1234 3.032E-09 5.957E-11 -0.77486 0.800000 0.400000
1234 3.267E-10 8.318E-10 -0.10282 0.800000 0.400000
1234 1.241E-10 5.122E-11 -0.06781 0.800000 0.400000
1234 4.366E-09 6.459E-08 0.19165 0.800000 0.400000
1234 -2.534E-08 2.604E-08 1.74746 0.800000 0.400000
1236 1.449E-09 -2.968E-10 -0.49013 0.800000 0.400000
1236 9.686E-10 -6.486E-11 -0.09559 0.800000 0.400000
1236 2.720E-10 -3.144E-11 -0.05036 0.800000 0.400000
1236 -3.106E-09 -4.501E-11 0.56872 0.800000 0.400000
1236 1.836E-08 1.701E-11 0.17625 0.800000 0.400000
1237 4.290E-08 8.997E-09 -0.74244 1.000000 0.450000
1237 9.962E-09 6.805E-09 -0.06339 1.000000 0.450000
1237 4.318E-09 1.277E-09 -0.05994 1.000000 0.450000
1237 1.024E-08 2.341E-07 0.47146 1.000000 0.450000
1237 -1.574E-07 9.060E-08 2.82898 1.000000 0.450000
1239 -1.141E-07 -5.770E-10 3.63971 0.800000 0.450000
1239 -2.616E-08 -5.998E-10 0.87441 0.800000 0.450000
1239 -1.183E-08 -9.388E-11 0.38372 0.800000 0.450000
1239 -1.550E-09 -9.295E-09 0.33520 0.800000 0.450000
1239 -1.223E-07 -7.706E-09 4.89735 0.800000 0.450000
1240 4.001E-08 1.845E-08 0.75499 1.000000 0.450000
1240 7.317E-09 8.446E-09 0.18786 1.000000 0.450000
1240 3.919E-09 2.131E-09 0.07978 1.000000 0.450000
1240 1.972E-09 2.376E-07 0.89839 1.000000 0.450000
CC Roldos Teatro 5 Cim.fdb SAFE v12.3.1 - License #C1D 4. Model loading 25 junio 2012
Anexo – 3
8
Table 16: Load Assignments - Point Loads, Part 2 of 2
Point Mx My Mz XDim YDim
Tonf-m Tonf-m Tonf-m m m
1240 -2.305E-07 8.402E-08 1.65417 1.000000 0.450000
1242 -1.423E-07 -3.229E-09 -2.05052 0.800000 0.450000
1242 -3.430E-08 -1.581E-09 -0.38568 0.800000 0.450000
1242 -1.497E-08 -4.490E-10 -0.19959 0.800000 0.450000
1242 -1.820E-08 -7.046E-09 0.81000 0.800000 0.450000
1242 -2.015E-07 -1.984E-08 0.44050 0.800000 0.450000
1243 3.350E-08 1.847E-08 0.21612 1.000000 0.450000
1243 9.519E-09 6.981E-09 0.01549 1.000000 0.450000
1243 4.109E-09 1.991E-09 0.01453 1.000000 0.450000
1243 -3.913E-08 2.431E-07 1.88826 1.000000 0.450000 1243 -2.663E-07 7.850E-08 0.65520 1.000000 0.450000
1244 1.505E-08 1.750E-09 0.06355 0.500000 0.500000
1244 -9.724E-09 -1.275E-09 -0.00259 0.500000 0.500000
1244 -7.960E-10 4.671E-10 0.00276 0.500000 0.500000
1244 -3.377E-08 3.624E-08 0.85732 0.500000 0.500000
1244 -2.290E-07 1.739E-08 0.22978 0.500000 0.500000
1245 -2.658E-08 -1.056E-08 -0.59999 0.600000 0.300000
1245 -1.149E-08 -1.161E-08 -0.11963 0.600000 0.300000
1245 -3.535E-09 -2.575E-09 -0.05991 0.600000 0.300000
1245 -4.990E-08 -1.533E-08 0.25089 0.600000 0.300000
1245 -1.991E-07 -3.687E-08 0.25581 0.600000 0.300000
1246 2.449E-08 1.392E-08 0.02301 0.300000 0.500000
1246 1.073E-08 1.180E-08 0.00069 0.300000 0.500000
1246 3.330E-09 2.568E-09 0.00129 0.300000 0.500000
1246 -8.168E-08 8.958E-08 0.26872 0.300000 0.500000
1246 -2.367E-07 2.806E-08 0.08707 0.300000 0.500000
1247 1.092E-08 1.366E-08 0.02077 0.300000 0.600000
1247 -8.028E-09 1.741E-08 -0.00245 0.300000 0.600000
1247 -4.053E-10 3.392E-09 0.00052 0.300000 0.600000
1247 -8.510E-08 4.740E-08 0.38134 0.300000 0.600000
1247 -2.462E-07 1.802E-08 0.10468 0.300000 0.600000
1248 1.404E-08 1.460E-08 -0.02151 0.300000 0.600000
1248 -3.730E-09 1.746E-08 0.00398 0.300000 0.600000 1248 4.602E-10 3.600E-09 -0.00129 0.300000 0.600000
1248 -8.529E-08 2.264E-09 0.38309 0.300000 0.600000
1248 -2.477E-07 4.861E-10 0.49187 0.300000 0.600000
1257 1.202E-10 -1.474E-10 -1.48198 0.600000 0.300000
1257 -1.008E-08 -3.563E-10 -0.28181 0.600000 0.300000
1257 -1.976E-09 2.210E-11 -0.14256 0.600000 0.300000
1257 -3.502E-08 5.427E-09 0.26532 0.600000 0.300000
1257 -2.541E-07 6.924E-09 -0.10219 0.600000 0.300000
1259 1.422E-08 1.310E-08 -0.00161 0.300000 0.500000
1259 -3.581E-09 1.711E-08 -0.00283 0.300000 0.500000
1259 4.915E-10 3.377E-09 -0.00101 0.300000 0.500000
1259 -9.364E-08 2.208E-08 0.34706 0.300000 0.500000
1259 -2.800E-07 7.478E-09 0.16938 0.300000 0.500000
1263 -0.00413 1.473E-11 -0.04022 0.000000 0.000000
1263 -0.00012 -1.277E-12 -0.00113 0.000000 0.000000
1263 -0.00026 -4.596E-13 -0.00253 0.000000 0.000000
1263 0.00293 5.076E-12 0.02849 0.000000 0.000000
1263 0.01601 7.230E-12 0.15589 0.000000 0.000000
1260 0.00571 -1.473E-11 0.05561 0.000000 0.000000
1260 0.00044 1.277E-12 0.00424 0.000000 0.000000
1260 0.00042 4.596E-13 0.00404 0.000000 0.000000
1260 -0.00309 -5.076E-12 -0.03005 0.000000 0.000000
1260 -0.01537 -7.230E-12 -0.14960 0.000000 0.000000 1235 1.505E-09 -4.716E-08 0.25046 0.400000 0.800000
1235 -8.722E-11 -9.425E-09 0.06088 0.400000 0.800000
1235 6.774E-11 -5.030E-09 0.02604 0.400000 0.800000
CC Roldos Teatro 5 Cim.fdb SAFE v12.3.1 - License #C1D 4. Model loading 25 junio 2012
Anexo – 3
9
Table 16: Load Assignments - Point Loads, Part 2 of 2
Point Mx My Mz XDim YDim
Tonf-m Tonf-m Tonf-m m m
1235 2.688E-09 5.425E-08 0.84159 0.400000 0.800000
1235 -1.566E-08 5.614E-09 0.31872 0.400000 0.800000
4.2. Load cases
Table 17: Load Cases 02 - Static Table 17: Load Cases 02 - Static
LoadCase InitialCond AType
CM Zero Linear
CV Zero Linear
CMA Zero Linear
SXE Zero Linear
SYE Zero Linear
Table 18: Load Cases 06 - Loads Applied Table 18: Load Cases 06 - Loads Applied
LoadCase LoadPat SF
CM CM 1.000000
CV CV 1.000000
CMA CMA 1.000000
SXE SXE 1.000000
SYE SYE 1.000000
4.3. Load combinations
Table 19: Load Combinations Table 19: Load Combinations
Combo Load SF Type DSStrength DSServInit DSServNorm DSServLong
DCON1 CM 1.400000
Linear Add Yes No No No
DCON1 CMA 1.400000
DCON2 CM 1.200000
Linear Add Yes No No No
DCON2 CV 1.600000
DCON2 CMA 1.200000
DCON3 CM 1.200000
Linear Add Yes No No No
DCON3 CV 1.000000
DCON3 CMA 1.200000
DCON3 SXE 1.000000
CC Roldos Teatro 5 Cim.fdb SAFE v12.3.1 - License #C1D 4. Model loading 25 junio 2012
Anexo – 3
10
Table 19: Load Combinations
Combo Load SF Type DSStrength DSServInit DSServNorm DSServLong
DCON4 CM 1.200000
Linear Add Yes No No No
DCON4 CV 1.000000
DCON4 CMA 1.200000
DCON4 SXE -1.00000
0
DCON5 CM 1.200000
Linear Add Yes No No No
DCON5 CV 1.000000
DCON5 CMA 1.200000
DCON5 SYE 1.000000
DCON6 CM 1.200000
Linear Add Yes No No No
DCON6 CV 1.000000
DCON6 CMA 1.200000
DCON6 SYE -1.00000
0
DCON7 CM 1.200000
Linear Add Yes No No No
DCON7 CMA 1.200000
DCON7 SXE 1.000000
DCON8 CM 1.200000
Linear Add Yes No No No
DCON8 CMA 1.200000
DCON8 SXE -1.00000
0
DCON9 CM 1.200000
Linear Add Yes No No No
DCON9 CMA 1.200000
DCON9 SYE 1.000000
DCON10 CM 1.200000
Linear Add Yes No No No
DCON10 CMA 1.200000
DCON10 SYE -1.00000
0
DCON11 CM 0.900000
Linear Add Yes No No No
DCON11 CMA 0.900000
DCON11 SXE 1.000000
DCON12 CM 0.900000
Linear Add Yes No No No
DCON12 CMA 0.900000
DCON12 SXE -1.00000
0
CC Roldos Teatro 5 Cim.fdb SAFE v12.3.1 - License #C1D 5. Analysis results 25 junio 2012
Anexo – 3
11
Table 19: Load Combinations
Combo Load SF Type DSStrength DSServInit DSServNorm DSServLong
DCON13 CM 0.900000
Linear Add Yes No No No
DCON13 CMA 0.900000
DCON13 SYE 1.000000
DCON14 CM 0.900000
Linear Add Yes No No No
DCON14 CMA 0.900000
DCON14 SYE -1.00000
0
CIM CM 1.000000
Linear Add No No No No
CIM CMA 1.000000
CIM CV 1.000000
5. Analysis results
5.1. Support results This section provides support results, including items such as column, support, and spring reactions, .
Table 20: Soil Pressures - Summary Table 20: Soil Pressures - Summary
Panel OutputCase MaxPress MinPress GlobalXMax GlobalYMax GlobalXMin GlobalYMin
Tonf/m2 Tonf/m2 m m m m
1 CM -6.98 -7.98 4.75000 1.25000 0.00000 0.75000
2 CM -6.35 -6.77 0.00000 7.10000 0.00000 7.10000
3 CM -6.35 -6.77 0.00000 8.10000 0.00000 8.10000
4 CM -6.34 -8.14 0.00000 13.70000 5.00000 13.70000
5 CM -6.91 -7.41 10.75000 1.25000 6.00000 0.62500
8 CM -7.75 -8.14 11.00000 13.70000 6.00000 13.70000
9 CM -6.91 -7.33 12.62500 1.25000 12.00000 0.62500
12 CM -7.75 -7.97 12.00000 13.70000 12.00000 13.70000
13 CM -5.71 -6.04 16.75000 1.25000 17.37500 0.62500
14 CM -5.37 -6.00 16.50000 6.35000 17.25000 7.10000
15 CM -5.37 -6.30 16.50000 8.60000 17.00000 11.00000
16 CM -5.36 -6.30 17.25000 13.70000 17.00000 12.00000
17 CM -5.71 -6.22 18.62500 1.25000 23.00000 0.75000
18 CM -5.16 -6.00 22.75000 7.10000 18.00000 7.10000
19 CM -5.16 -6.30 22.75000 8.10000 18.00000 11.00000
20 CM -5.36 -6.30 18.00000 13.70000 18.00000 12.00000
1 CV -1.36 -1.59 0.00000 0.75000 5.37500 0.62500
2 CV -0.68 -0.73 0.00000 7.10000 0.00000 7.10000
3 CV -0.68 -0.73 0.00000 8.10000 0.00000 8.10000
4 CV -0.50 -0.98 0.00000 13.70000 5.00000 13.70000
5 CV -1.47 -1.59 10.75000 1.25000 6.00000 0.62500
8 CV -0.89 -0.98 11.00000 13.70000 6.00000 13.70000
9 CV -1.47 -1.57 12.62500 1.25000 12.00000 0.62500
12 CV -0.89 -0.92 12.00000 13.70000 12.00000 13.70000
13 CV -1.65 -1.77 16.75000 1.25000 17.37500 0.62500
CC Roldos Teatro 5 Cim.fdb SAFE v12.3.1 - License #C1D 5. Analysis results 25 junio 2012
Anexo – 3
12
Table 20: Soil Pressures - Summary
Panel OutputCase MaxPress MinPress GlobalXMax GlobalYMax GlobalXMin GlobalYMin
Tonf/m2 Tonf/m2 m m m m
14 CV -1.67 -1.91 16.50000 6.35000 17.25000 7.10000
15 CV -1.67 -1.91 16.50000 8.60000 17.25000 7.85000
16 CV -1.15 -1.82 17.25000 13.70000 17.00000 12.00000
17 CV -1.65 -2.04 18.62500 1.25000 23.00000 0.75000
18 CV -1.67 -2.08 18.75000 6.35000 22.75000 7.10000
19 CV -1.67 -2.08 18.75000 8.60000 22.75000 8.10000
20 CV -1.15 -2.19 18.00000 13.70000 23.00000 13.70000
1 CMA -0.41 -0.54 0.00000 0.75000 5.37500 0.62500
2 CMA -0.33 -0.36 0.00000 7.10000 0.00000 7.10000
3 CMA -0.33 -0.36 0.00000 8.10000 0.00000 8.10000 4 CMA -0.23 -0.48 0.00000 13.70000 5.00000 13.70000
5 CMA -0.51 -0.54 10.75000 1.25000 6.00000 0.62500
8 CMA -0.44 -0.48 11.00000 13.70000 6.00000 13.70000
9 CMA -0.51 -0.54 12.62500 1.25000 12.00000 0.62500
12 CMA -0.44 -0.45 12.00000 13.70000 12.00000 13.70000
13 CMA -0.49 -0.53 16.75000 1.25000 17.37500 0.62500
14 CMA -0.60 -0.68 16.50000 6.35000 17.25000 7.10000
15 CMA -0.59 -0.68 17.00000 11.00000 17.25000 7.85000
16 CMA -0.33 -0.64 17.25000 13.70000 17.00000 12.00000
17 CMA -0.49 -0.54 18.62500 1.25000 23.00000 0.75000
18 CMA -0.51 -0.68 22.75000 7.10000 18.00000 7.10000
19 CMA -0.51 -0.68 23.00000 11.00000 18.00000 7.85000
20 CMA -0.33 -0.64 18.00000 13.70000 18.00000 12.00000
1 SXE 2.55 1.684E-04 0.00000 0.75000 4.75000 1.25000
2 SXE 0.15 0.13 0.00000 7.10000 0.00000 7.10000
3 SXE 0.15 0.13 0.00000 8.10000 0.00000 8.10000
4 SXE 1.00 -0.32 0.00000 13.70000 5.00000 13.70000
5 SXE 9.300E-02 1.682E-04 11.37500 0.62500 6.62500 1.25000
8 SXE -0.30 -0.32 11.00000 13.70000 6.00000 13.70000
9 SXE 9.300E-02 8.700E-02 12.00000 0.62500 12.62500 1.25000
12 SXE -0.30 -0.30 12.00000 13.70000 12.00000 13.70000
13 SXE -0.26 -0.28 16.75000 1.25000 17.37500 0.62500
14 SXE 0.36 0.31 17.25000 7.10000 16.50000 6.35000 15 SXE 0.51 0.31 17.00000 11.00000 16.50000 8.60000
16 SXE 0.51 -0.58 17.00000 12.00000 17.25000 13.70000
17 SXE -0.26 -1.63 18.62500 1.25000 23.00000 0.75000
18 SXE 0.36 -0.63 18.00000 7.10000 22.75000 7.10000
19 SXE 0.51 -0.73 18.00000 11.00000 23.00000 11.00000
20 SXE 0.51 -2.54 18.00000 12.00000 23.00000 13.70000
1 SYE 2.74 0.29 0.00000 0.75000 4.75000 1.25000
2 SYE 0.20 0.19 0.00000 7.10000 0.00000 7.10000
3 SYE 0.20 0.19 0.00000 8.10000 0.00000 8.10000
4 SYE -0.41 -2.36 5.00000 13.70000 0.00000 13.70000
5 SYE 0.31 0.24 6.00000 0.62500 10.75000 1.25000
8 SYE -0.33 -0.42 11.00000 13.70000 6.00000 13.70000
9 SYE 0.25 0.24 12.00000 0.62500 12.62500 1.25000
12 SYE -0.33 -0.35 12.00000 13.70000 12.00000 13.70000
13 SYE 0.38 0.36 17.37500 0.62500 16.75000 1.25000
14 SYE 0.39 0.34 17.25000 7.10000 16.50000 6.35000
15 SYE 0.39 -0.19 17.25000 7.85000 17.00000 11.00000
16 SYE -0.17 -1.75 17.00000 12.00000 17.25000 13.70000
17 SYE 0.99 0.36 23.00000 0.75000 18.62500 1.25000
18 SYE 1.33 0.34 22.75000 7.10000 18.75000 6.35000
19 SYE 4.82 -0.19 23.00000 11.00000 18.00000 11.00000
20 SYE 4.82 -8.51 23.00000 11.75000 23.00000 13.70000
CC Roldos Teatro 5 Cim.fdb SAFE v12.3.1 - License #C1D 5. Analysis results 25 junio 2012
Anexo – 3
13
Table 21: Nodal Reactions Table 21: Nodal Reactions
Point OutputCase Fx Fy Fz Mx My Mz
Tonf Tonf Tonf Tonf-m Tonf-m Tonf-m
1260 CM -4.1520 10.1570 2.6888 -0.00571 1.473E-11 -0.05561
1263 CM 4.1346 -8.5602 1.8378 0.00413 -1.473E-11 0.04022
1260 CV -0.4629 2.1294 2.8720 -0.00044 -1.277E-12 -0.00424
1263 CV 0.8500 -1.8016 2.7372 0.00012 1.277E-12 0.00113
1260 CMA -0.4508 1.0153 0.6740 -0.00042 -4.596E-13 -0.00404
1263 CMA 0.4098 -0.8571 0.5856 0.00026 4.596E-13 0.00253
1260 SXE -5.3582 -0.8703 0.5503 0.00309 5.076E-12 0.03005
1263 SXE -0.3448 0.6451 0.0354 -0.00293 -5.076E-12 -0.02849
1260 SYE -9.7574 5.9754 1.0021 0.01537 7.230E-12 0.14960
1263 SYE 2.0537 -5.2488 -0.2109 -0.01601 -7.230E-12 -0.15589
5.2. Structure results
Table 22: Sum Of Reactions, Part 1 of 2 Table 22: Sum Of Reactions, Part 1 of 2
OutputCase GlobalFX GlobalFY GlobalFZ GlobalMX GlobalMY GlobalMZ
Tonf Tonf Tonf Tonf-m Tonf-m Tonf-m
CM -1.8415 5.5555 400.8777 2577.65792 -5159.86032 62.01863
CV -0.3925 3.2234 97.2267 602.09818 -1527.75626 18.40573
CMA -0.3178 0.8876 32.0700 204.47072 -471.05344 8.94304
SXE 1.6376 -10.2499 5.3552 92.96032 -307.43701 -478.10636
SYE -11.0947 3.5186 -1.2777 258.50283 -17.29675 -468.85816
DCON1 -3.0230 9.0203 606.1267 3894.98009 -7883.27926 99.34634
DCON2 -3.2192 12.8892 675.0999 4301.91145 -9201.50653 114.60318
DCON3 -1.3461 0.7052 622.1191 4033.61287 -8592.28979 -374.54662
DCON4 -4.6212 21.2050 611.4086 3847.69222 -7977.41576 581.66610
DCON5 -14.0784 14.4737 615.4862 4199.15537 -8302.14952 -365.29842
DCON6 8.1110 7.4366 618.0415 3682.14972 -8267.55602 572.41790
DCON7 -0.9536 -2.5182 524.8924 3431.51469 -7064.53352 -392.95236
DCON8 -4.2287 17.9816 514.1819 3245.59404 -6449.65950 563.26036
DCON9 -13.6859 11.2503 518.2595 3597.05719 -6774.39326 -383.70416
DCON10 8.5035 4.2132 520.8149 3080.05154 -6739.79976 554.01216
DCON11 -0.3058 -4.4511 395.0081 2596.87610 -5375.25940 -414.24086
DCON12 -3.5809 16.0487 384.2976 2410.95545 -4760.38537 541.97186
DCON13 -13.0381 9.3173 388.3752 2762.41860 -5085.11913 -404.99266
DCON14 9.1513 2.2802 390.9306 2245.41295 -5050.52563 532.72366
CIM -2.5518 9.6665 530.1743 3384.22682 -7158.67002 89.36740
Table 22: Sum Of Reactions, Part 2 of 2 Table 22: Sum Of Reactions, Part 2 of 2
OutputCase GlobalX GlobalY GlobalZ
m m m
CM 0.00000 0.00000 0.00000
CV 0.00000 0.00000 0.00000
CMA 0.00000 0.00000 0.00000
SXE 0.00000 0.00000 0.00000
SYE 0.00000 0.00000 0.00000
DCON1 0.00000 0.00000 0.00000
DCON2 0.00000 0.00000 0.00000
DCON3 0.00000 0.00000 0.00000
DCON4 0.00000 0.00000 0.00000
DCON5 0.00000 0.00000 0.00000
CC Roldos Teatro 5 Cim.fdb SAFE v12.3.1 - License #C1D 5. Analysis results 25 junio 2012
Anexo – 3
14
Table 22: Sum Of Reactions, Part 2 of 2
OutputCase GlobalX GlobalY GlobalZ
m m m
DCON6 0.00000 0.00000 0.00000
DCON7 0.00000 0.00000 0.00000
DCON8 0.00000 0.00000 0.00000
DCON9 0.00000 0.00000 0.00000
DCON10 0.00000 0.00000 0.00000
DCON11 0.00000 0.00000 0.00000
DCON12 0.00000 0.00000 0.00000
DCON13 0.00000 0.00000 0.00000
DCON14 0.00000 0.00000 0.00000
CIM 0.00000 0.00000 0.00000
Table 23: Nodal Displacements - Summary, Part 1 of 2 Table 23: Nodal Displacements - Summary, Part 1 of 2
Panel Node OutputCase Ux Uy Uz Rx Ry Rz
m m m Radians Radians Radians
1 1234 CM 0.000000 0.000000 -0.006651 0.000000 0.000000 0.000000
2 1235 CM 0.000000 0.000000 -0.005644 0.000000 0.000000 0.000000
3 1235 CM 0.000000 0.000000 -0.005644 0.000000 0.000000 0.000000
4 1239 CM 0.000000 0.000000 -0.006787 0.000000 0.000000 0.000000
5 1237 CM 0.000000 0.000000 -0.006175 0.000000 0.000000 0.000000
8 1239 CM 0.000000 0.000000 -0.006787 0.000000 0.000000 0.000000
9 1240 CM 0.000000 0.000000 -0.006105 0.000000 0.000000 0.000000
12 1242 CM 0.000000 0.000000 -0.006643 0.000000 0.000000 0.000000
13 1243 CM 0.000000 0.000000 -0.005036 0.000000 0.000000 0.000000
14 1244 CM 0.000000 0.000000 -0.005003 0.000000 0.000000 0.000000
15 1257 CM 0.000000 0.000000 -0.005248 0.000000 0.000000 0.000000
16 1257 CM 0.000000 0.000000 -0.005248 0.000000 0.000000 0.000000
17 1246 CM 0.000000 0.000000 -0.005182 0.000000 0.000000 0.000000
18 1244 CM 0.000000 0.000000 -0.005003 0.000000 0.000000 0.000000
19 1257 CM 0.000000 0.000000 -0.005248 0.000000 0.000000 0.000000
20 1257 CM 0.000000 0.000000 -0.005248 0.000000 0.000000 0.000000
1 1237 CV 0.000000 0.000000 -0.001323 0.000000 0.000000 0.000000
2 1235 CV 0.000000 0.000000 -0.000612 0.000000 0.000000 0.000000
3 1235 CV 0.000000 0.000000 -0.000612 0.000000 0.000000 0.000000
4 1239 CV 0.000000 0.000000 -0.000814 0.000000 0.000000 0.000000
5 1237 CV 0.000000 0.000000 -0.001323 0.000000 0.000000 0.000000
8 1239 CV 0.000000 0.000000 -0.000814 0.000000 0.000000 0.000000
9 1240 CV 0.000000 0.000000 -0.001308 0.000000 0.000000 0.000000
12 1242 CV 0.000000 0.000000 -0.000769 0.000000 0.000000 0.000000
13 1243 CV 0.000000 0.000000 -0.001472 0.000000 0.000000 0.000000
14 1244 CV 0.000000 0.000000 -0.001594 0.000000 0.000000 0.000000
15 1244 CV 0.000000 0.000000 -0.001594 0.000000 0.000000 0.000000
16 1257 CV 0.000000 0.000000 -0.001518 0.000000 0.000000 0.000000
17 1246 CV 0.000000 0.000000 -0.001700 0.000000 0.000000 0.000000
18 1247 CV 0.000000 0.000000 -0.001734 0.000000 0.000000 0.000000
19 1247 CV 0.000000 0.000000 -0.001734 0.000000 0.000000 0.000000
20 1248 CV 0.000000 0.000000 -0.001826 0.000000 0.000000 0.000000
1 1237 CMA 0.000000 0.000000 -0.000451 0.000000 0.000000 0.000000
2 1235 CMA 0.000000 0.000000 -0.000297 0.000000 0.000000 0.000000
3 1235 CMA 0.000000 0.000000 -0.000297 0.000000 0.000000 0.000000
4 1239 CMA 0.000000 0.000000 -0.000403 0.000000 0.000000 0.000000
5 1237 CMA 0.000000 0.000000 -0.000451 0.000000 0.000000 0.000000
8 1239 CMA 0.000000 0.000000 -0.000403 0.000000 0.000000 0.000000
9 1240 CMA 0.000000 0.000000 -0.000451 0.000000 0.000000 0.000000
12 1242 CMA 0.000000 0.000000 -0.000379 0.000000 0.000000 0.000000
13 1243 CMA 0.000000 0.000000 -0.000438 0.000000 0.000000 0.000000
CC Roldos Teatro 5 Cim.fdb SAFE v12.3.1 - License #C1D 5. Analysis results 25 junio 2012
Anexo – 3
15
Table 23: Nodal Displacements - Summary, Part 1 of 2
Panel Node OutputCase Ux Uy Uz Rx Ry Rz
m m m Radians Radians Radians
14 1244 CMA 0.000000 0.000000 -0.000569 0.000000 0.000000 0.000000
15 1244 CMA 0.000000 0.000000 -0.000569 0.000000 0.000000 0.000000
16 1257 CMA 0.000000 0.000000 -0.000529 0.000000 0.000000 0.000000
17 1246 CMA 0.000000 0.000000 -0.000447 0.000000 0.000000 0.000000
18 1244 CMA 0.000000 0.000000 -0.000569 0.000000 0.000000 0.000000
19 1244 CMA 0.000000 0.000000 -0.000569 0.000000 0.000000 0.000000
20 1257 CMA 0.000000 0.000000 -0.000529 0.000000 0.000000 0.000000
1 1234 SXE 0.000000 0.000000 0.002127 0.000000 0.000000 0.000000
2 1235 SXE 0.000000 0.000000 0.000120 0.000000 0.000000 0.000000
3 1235 SXE 0.000000 0.000000 0.000120 0.000000 0.000000 0.000000 4 1236 SXE 0.000000 0.000000 0.000830 0.000000 0.000000 0.000000
5 1240 SXE 0.000000 0.000000 0.000078 0.000000 0.000000 0.000000
8 1239 SXE 0.000000 0.000000 -0.000266 0.000000 0.000000 0.000000
9 1240 SXE 0.000000 0.000000 0.000078 0.000000 0.000000 0.000000
12 1242 SXE 0.000000 0.000000 -0.000254 0.000000 0.000000 0.000000
13 1243 SXE 0.000000 0.000000 -0.000231 0.000000 0.000000 0.000000
14 1244 SXE 0.000000 0.000000 0.000296 0.000000 0.000000 0.000000
15 1257 SXE 0.000000 0.000000 0.000421 0.000000 0.000000 0.000000
16 1245 SXE 0.000000 0.000000 -0.000482 0.000000 0.000000 0.000000
17 1246 SXE 0.000000 0.000000 -0.001356 0.000000 0.000000 0.000000
18 1247 SXE 0.000000 0.000000 -0.000524 0.000000 0.000000 0.000000
19 1259 SXE 0.000000 0.000000 -0.000611 0.000000 0.000000 0.000000
20 1248 SXE 0.000000 0.000000 -0.002114 0.000000 0.000000 0.000000
1 1234 SYE 0.000000 0.000000 0.002283 0.000000 0.000000 0.000000
2 1235 SYE 0.000000 0.000000 0.000167 0.000000 0.000000 0.000000
3 1235 SYE 0.000000 0.000000 0.000167 0.000000 0.000000 0.000000
4 1236 SYE 0.000000 0.000000 -0.001968 0.000000 0.000000 0.000000
5 1237 SYE 0.000000 0.000000 0.000261 0.000000 0.000000 0.000000
8 1239 SYE 0.000000 0.000000 -0.000352 0.000000 0.000000 0.000000
9 1240 SYE 0.000000 0.000000 0.000211 0.000000 0.000000 0.000000
12 1242 SYE 0.000000 0.000000 -0.000288 0.000000 0.000000 0.000000
13 1243 SYE 0.000000 0.000000 0.000317 0.000000 0.000000 0.000000
14 1244 SYE 0.000000 0.000000 0.000323 0.000000 0.000000 0.000000 15 1244 SYE 0.000000 0.000000 0.000323 0.000000 0.000000 0.000000
16 1245 SYE 0.000000 0.000000 -0.001459 0.000000 0.000000 0.000000
17 1246 SYE 0.000000 0.000000 0.000821 0.000000 0.000000 0.000000
18 1247 SYE 0.000000 0.000000 0.001107 0.000000 0.000000 0.000000
19 1259 SYE 0.000000 0.000000 0.004019 0.000000 0.000000 0.000000
20 1248 SYE 0.000000 0.000000 -0.007087 0.000000 0.000000 0.000000
Table 23: Nodal Displacements - Summary, Part 2 of 2 Table 23: Nodal Displacements - Summary, Part 2 of 2
Panel Node OutputCase GlobalX GlobalY
m m
1 1234 CM 0.00000 0.00000
2 1235 CM 0.00000 7.10000
3 1235 CM 0.00000 7.10000
4 1239 CM 6.00000 13.70000
5 1237 CM 6.00000 0.00000
8 1239 CM 6.00000 13.70000
9 1240 CM 12.00000 0.00000
12 1242 CM 12.00000 13.70000
13 1243 CM 18.00000 0.00000
14 1244 CM 18.00000 7.10000
15 1257 CM 18.00000 11.00000
16 1257 CM 18.00000 11.00000
17 1246 CM 23.75000 0.00000
CC Roldos Teatro 5 Cim.fdb SAFE v12.3.1 - License #C1D 5. Analysis results 25 junio 2012
Anexo – 3
16
Table 23: Nodal Displacements - Summary, Part 2 of 2
Panel Node OutputCase GlobalX GlobalY
m m
18 1244 CM 18.00000 7.10000
19 1257 CM 18.00000 11.00000
20 1257 CM 18.00000 11.00000
1 1237 CV 6.00000 0.00000
2 1235 CV 0.00000 7.10000
3 1235 CV 0.00000 7.10000
4 1239 CV 6.00000 13.70000
5 1237 CV 6.00000 0.00000
8 1239 CV 6.00000 13.70000
9 1240 CV 12.00000 0.00000 12 1242 CV 12.00000 13.70000
13 1243 CV 18.00000 0.00000
14 1244 CV 18.00000 7.10000
15 1244 CV 18.00000 7.10000
16 1257 CV 18.00000 11.00000
17 1246 CV 23.75000 0.00000
18 1247 CV 23.75000 7.10000
19 1247 CV 23.75000 7.10000
20 1248 CV 23.75000 13.70000
1 1237 CMA 6.00000 0.00000
2 1235 CMA 0.00000 7.10000
3 1235 CMA 0.00000 7.10000
4 1239 CMA 6.00000 13.70000
5 1237 CMA 6.00000 0.00000
8 1239 CMA 6.00000 13.70000
9 1240 CMA 12.00000 0.00000
12 1242 CMA 12.00000 13.70000
13 1243 CMA 18.00000 0.00000
14 1244 CMA 18.00000 7.10000
15 1244 CMA 18.00000 7.10000
16 1257 CMA 18.00000 11.00000
17 1246 CMA 23.75000 0.00000
18 1244 CMA 18.00000 7.10000 19 1244 CMA 18.00000 7.10000
20 1257 CMA 18.00000 11.00000
1 1234 SXE 0.00000 0.00000
2 1235 SXE 0.00000 7.10000
3 1235 SXE 0.00000 7.10000
4 1236 SXE 0.00000 13.70000
5 1240 SXE 12.00000 0.00000
8 1239 SXE 6.00000 13.70000
9 1240 SXE 12.00000 0.00000
12 1242 SXE 12.00000 13.70000
13 1243 SXE 18.00000 0.00000
14 1244 SXE 18.00000 7.10000
15 1257 SXE 18.00000 11.00000
16 1245 SXE 18.00000 13.70000
17 1246 SXE 23.75000 0.00000
18 1247 SXE 23.75000 7.10000
19 1259 SXE 23.75000 11.00000
20 1248 SXE 23.75000 13.70000
1 1234 SYE 0.00000 0.00000
2 1235 SYE 0.00000 7.10000
3 1235 SYE 0.00000 7.10000
4 1236 SYE 0.00000 13.70000
5 1237 SYE 6.00000 0.00000 8 1239 SYE 6.00000 13.70000
9 1240 SYE 12.00000 0.00000
12 1242 SYE 12.00000 13.70000
CC Roldos Teatro 5 Cim.fdb SAFE v12.3.1 - License #C1D 6. Design summary 25 junio 2012
Anexo – 3
17
Table 23: Nodal Displacements - Summary, Part 2 of 2
Panel Node OutputCase GlobalX GlobalY
m m
13 1243 SYE 18.00000 0.00000
14 1244 SYE 18.00000 7.10000
15 1244 SYE 18.00000 7.10000
16 1245 SYE 18.00000 13.70000
17 1246 SYE 23.75000 0.00000
18 1247 SYE 23.75000 7.10000
19 1259 SYE 23.75000 11.00000
20 1248 SYE 23.75000 13.70000
6. Design summary This section provides design information for beams, strips, and punching checks.
6.1. Preferences
Table 24: Design Preferences 01 - Resistance Factors Table 24: Design Preferences 01 -
Resistance Factors
PhiTen PhiComp PhiShear
0.900000 0.650000 0.750000
Table 25: Design Preferences 02 - Rebar Cover - Slabs Table 25: Design Preferences 02 - Rebar Cover - Slabs
CoverTop CoverBot BarSize InnerLayer PTCGSTop PTCGSBotExt
PTCGSBotInt
SlabType
m m m m m
0.015000 0.015000 18 B 0.025000 0.040000 0.025000 Two Way
Table 26: Design Preferences 03 - Rebar Cover - Beams Table 26: Design Preferences 03 - Rebar Cover - Beams
CoverTop CoverBot BarSizeF BarSizeS PTCGSTop PTCGSBot
m m m m
0.040000 0.040000 28 12 0.050000 0.050000
Table 27: Design Preferences 04 - Prestress Data Table 27: Design Preferences 04 - Prestress Data
InitConcRat InitTopTen InitBotTen InitExComp FinTopTen FinBotTen FinExComp SusExComp LLFraction
0.800000 3.000000 3.000000 0.600000 6.000000 6.000000 0.600000 0.450000 0.500000
CC Roldos Teatro 5 Cim.fdb SAFE v12.3.1 - License #C1D 6. Design summary 25 junio 2012
Anexo – 3
18
6.2. Overwrites
Table 28: Slab Design Overwrites 01 - Strip Based Table 28: Slab Design Overwrites 01 - Strip Based
Strip Layer DesignType RLLF IgnorePT RebarMat
CSA3 A Column 1.000000 No CSA-G30.18Gr400
CSA4 A Column 1.000000 No CSA-G30.18Gr400
CSA5 A Column 1.000000 No CSA-G30.18Gr400
CSA6 A Column 1.000000 No CSA-G30.18Gr400
CSA7 A Column 1.000000 No CSA-G30.18Gr400
CSA8 A Column 1.000000 No CSA-G30.18Gr400
CSA9 A Column 1.000000 No CSA-G30.18Gr400
CSB1 B Column 1.000000 No CSA-G30.18Gr400
CSB2 B Column 1.000000 No CSA-G30.18Gr400
CSB3 B Column 1.000000 No CSA-G30.18Gr400
CSB4 B Column 1.000000 No CSA-G30.18Gr400
CSB5 B Column 1.000000 No CSA-G30.18Gr400
CSB6 B Column 1.000000 No CSA-G30.18Gr400
CSB7 B Column 1.000000 No CSA-G30.18Gr400
CSB8 B Column 1.000000 No CSA-G30.18Gr400
CSA10 A Column 1.000000 No CSA-G30.18Gr400
CSA12 A Column 1.000000 No CSA-G30.18Gr400
CSA13 A Column 1.000000 No CSA-G30.18Gr400
CSA14 A Column 1.000000 No CSA-G30.18Gr400
CSA15 A Column 1.000000 No CSA-G30.18Gr400
CSA16 A Column 1.000000 No CSA-G30.18Gr400
CSA17 A Column 1.000000 No CSA-G30.18Gr400
CSA18 A Column 1.000000 No CSA-G30.18Gr400
CSB12 B Column 1.000000 No CSA-G30.18Gr400
CSB13 B Column 1.000000 No CSA-G30.18Gr400
CSB14 B Column 1.000000 No CSA-G30.18Gr400
CSB15 B Column 1.000000 No CSA-G30.18Gr400
CSB16 B Column 1.000000 No CSA-G30.18Gr400
CSB17 B Column 1.000000 No CSA-G30.18Gr400
CSB18 B Column 1.000000 No CSA-G30.18Gr400
CC Roldos Teatro 5 Cim.fdb SAFE v12.3.1 - License #C1D 6. Design summary 25 junio 2012
Anexo – 3
19
Table 29: Slab Design Overwrites 02 - Finite Element Based, Part 1 of 2 Table 29: Slab Design Overwrites 02 - Finite Element
Based, Part 1 of 2
Area RebarMat
F33 CSA-G30.18Gr400
F34 CSA-G30.18Gr400
F35 CSA-G30.18Gr400
F36 CSA-G30.18Gr400
F37 CSA-G30.18Gr400
F38 CSA-G30.18Gr400
F39 CSA-G30.18Gr400
F40 CSA-G30.18Gr400
F41 CSA-G30.18Gr400
F42 CSA-G30.18Gr400
F43 CSA-G30.18Gr400
F44 CSA-G30.18Gr400
F45 CSA-G30.18Gr400
F46 CSA-G30.18Gr400
F47 CSA-G30.18Gr400
Table 29: Slab Design Overwrites 02 - Finite Element Based, Part 2 of 2 Table 29: Slab Design Overwrites 02 - Finite Element Based,
Part 2 of 2
Area RLLF Design IgnorePT
F33 1.000000 Yes No
F34 1.000000 Yes No
F35 1.000000 Yes No
F36 1.000000 Yes No
F37 1.000000 Yes No
F38 1.000000 Yes No
F39 1.000000 Yes No
F40 1.000000 Yes No
F41 1.000000 Yes No
F42 1.000000 Yes No
F43 1.000000 Yes No
F44 1.000000 Yes No
F45 1.000000 Yes No
F46 1.000000 Yes No
F47 1.000000 Yes No
Table 30: Punching Shear Design Overwrites 01 - General Table 30: Punching Shear Design Overwrites 01 - General
Point Check LocType EffDepth ReinfType
1234 Program Determined
Auto Auto None
1235 Program Determined
Auto Auto None
1236 Program Determined
Auto Auto None
1237 Program Determined
Auto Auto None
CC Roldos Teatro 5 Cim.fdb SAFE v12.3.1 - License #C1D 6. Design summary 25 junio 2012
Anexo – 3
20
Table 30: Punching Shear Design Overwrites 01 - General
Point Check LocType EffDepth ReinfType
1239 Program Determined
Auto Auto None
1240 Program Determined
Auto Auto None
1242 Program Determined
Auto Auto None
1243 Program Determined
Auto Auto None
1244 Program Determined
Auto Auto None
1245 Program Determined
Auto Auto None
1246 Program Determined
Auto Auto None
1247 Program Determined
Auto Auto None
1248 Program Determined
Auto Auto None
1257 Program Determined
Auto Auto None
1259 Program Determined
Auto Auto None
6.3. Slab design
Table 31: Concrete Slab Design Summary 01 - Flexural And Shear Data, Part 1 of 3 Table 31: Concrete Slab Design Summary 01 - Flexural And Shear Data, Part 1 of 3
Strip SpanID Location FTopCombo FTopMoment
FTopArea
Tonf-m m2
CSA3 Cantilever Start
Start DCON5 -2.76195 0.000830
CSA3 Cantilever Start
Middle 0.00000 0.000000
CSA3 Cantilever Start
End DCON5 0.00000 0.001259
CSA3 Cantilever End
Start DCON5 0.00000 0.001259
CSA3 Cantilever End
Middle 0.00000 0.000000
CSA3 Cantilever End
End DCON5 -2.76195 0.000765
CSA4 Cantilever Start
Start DCON4 -2.49522 0.000312
CSA4 Cantilever Start
Middle 0.00000 0.000000
CSA4 Cantilever Start
End DCON4 0.00000 0.000525
CSA4 Cantilever End
Start DCON4 0.00000 0.000525
CSA4 Cantilever End
Middle 0.00000 0.000000
CSA4 Cantilever End
End DCON2 -2.71880 0.000315
CSA5 Cantilever Start
Start DCON4 -2.48514 0.000347
CSA5 Cantilever Start
Middle 0.00000 0.000000
CC Roldos Teatro 5 Cim.fdb SAFE v12.3.1 - License #C1D 6. Design summary 25 junio 2012
Anexo – 3
21
Table 31: Concrete Slab Design Summary 01 - Flexural And Shear Data, Part 1 of 3
Strip SpanID Location FTopCombo FTopMoment
FTopArea
Tonf-m m2
CSA5 Cantilever Start
End DCON4 -0.00498 0.000381
CSA5 Cantilever End
Start DCON4 -0.00498 0.000381
CSA5 Cantilever End
Middle 0.00000 0.000000
CSA5 Cantilever End
End DCON5 -2.40391 0.000356
CSA6 Cantilever Start
Start DCON6 -2.48767 0.000271
CSA6 Cantilever Start
Middle 0.00000 0.000000
CSA6 Cantilever Start
End DCON10 0.00000 0.000135
CSA6 Cantilever End
Start DCON10 0.00000 0.000135
CSA6 Cantilever End
Middle 0.00000 0.000000
CSA6 Cantilever End
End DCON3 -2.30998 0.000254
CSA7 Cantilever Start
Start DCON11 -0.46159 0.000112
CSA7 Cantilever Start
Middle DCON11 -0.76432 0.000499
CSA7 Cantilever Start
End DCON3 0.00000 0.000803
CSA7 Cantilever End
Start DCON3 0.00000 0.000803
CSA7 Cantilever End
Middle DCON11 -0.76432 0.000576
CSA7 Cantilever End
End DCON11 -0.46159 0.000148
CSA8 Cantilever Start
Start DCON5 -0.83257 0.000124
CSA8 Cantilever Start
Middle DCON5 -1.37860 0.000590
CSA8 Cantilever Start
End DCON5 0.00000 0.000851
CSA8 Cantilever End
Start DCON5 0.00000 0.000851
CSA8 Cantilever End
Middle DCON5 -1.37860 0.000684
CSA8 Cantilever End
End DCON13 -0.51686 0.000158
CSA9 Cantilever Start
Start DCON14 -0.57260 0.000221
CSA9 Cantilever Start
Middle DCON10 -1.24918 0.000915
CSA9 Cantilever Start
End DCON6 0.00000 0.001124
CSA9 Cantilever End
Start DCON6 0.00000 0.001124
CSA9 Cantilever End
Middle DCON10 -1.24918 0.000911
CSA9 Cantilever End
End DCON14 -0.57260 0.000229
CSB1 Cantilever Start
Start DCON4 -1.34787 0.000118
CSB1 Cantilever Start
Middle DCON4 -2.05567 0.000206
CSB1 Cantilever Start
End DCON7 0.00000 0.000220
CSB1 Cantilever End
Start DCON7 0.00000 0.000220
CC Roldos Teatro 5 Cim.fdb SAFE v12.3.1 - License #C1D 6. Design summary 25 junio 2012
Anexo – 3
22
Table 31: Concrete Slab Design Summary 01 - Flexural And Shear Data, Part 1 of 3
Strip SpanID Location FTopCombo FTopMoment
FTopArea
Tonf-m m2
CSB1 Cantilever End
Middle DCON4 -2.05567 0.000213
CSB1 Cantilever End
End DCON4 -1.34787 0.000120
CSB2 Cantilever Start
Start DCON6 -1.51529 0.000175
CSB2 Cantilever Start
Middle 0.00000 0.000000
CSB2 Cantilever Start
End DCON4 0.00000 0.000081
CSB2 Cantilever End
Start DCON4 0.00000 0.000081
CSB2 Cantilever End
Middle 0.00000 0.000000
CSB2 Cantilever End
End DCON6 -1.51529 0.000185
CSB3 Cantilever Start
Start DCON5 -1.95942 0.000230
CSB3 Cantilever Start
Middle 0.00000 0.000000
CSB3 Cantilever Start
End DCON14 -1.47363 0.000191
CSB3 Cantilever End
Start DCON14 -1.47363 0.000191
CSB3 Cantilever End
Middle 0.00000 0.000000
CSB3 Cantilever End
End DCON5 -1.95942 0.000240
CSB4 Cantilever Start
Start DCON2 -0.88433 0.000135
CSB4 Cantilever Start
Middle 0.00000 0.000000
CSB4 Cantilever Start
End DCON6 0.00000 0.000190
CSB4 Cantilever End
Start DCON6 0.00000 0.000190
CSB4 Cantilever End
Middle 0.00000 0.000000
CSB4 Cantilever End
End DCON2 -0.88433 0.000144
CSB5 Cantilever Start
Start DCON3 -1.20502 0.000151
CSB5 Cantilever Start
Middle 0.00000 0.000000
CSB5 Cantilever Start
End DCON3 0.00000 0.000073
CSB5 Cantilever End
Start DCON3 0.00000 0.000073
CSB5 Cantilever End
Middle 0.00000 0.000000
CSB5 Cantilever End
End DCON6 -1.13405 0.000139
CSB6 Cantilever Start
Start DCON6 -1.47467 0.000288
CSB6 Cantilever Start
Middle 0.00000 0.000000
CSB6 Cantilever Start
End DCON6 -0.00394 0.000490
CSB6 Cantilever End
Start DCON6 -0.00394 0.000490
CSB6 Cantilever End
Middle 0.00000 0.000000
CSB6 Cantilever End
End DCON6 -1.47467 0.000287
CC Roldos Teatro 5 Cim.fdb SAFE v12.3.1 - License #C1D 6. Design summary 25 junio 2012
Anexo – 3
23
Table 31: Concrete Slab Design Summary 01 - Flexural And Shear Data, Part 1 of 3
Strip SpanID Location FTopCombo FTopMoment
FTopArea
Tonf-m m2
CSB7 Cantilever Start
Start DCON14 -0.57260 0.000198
CSB7 Cantilever Start
Middle DCON10 -1.24918 0.000837
CSB7 Cantilever Start
End DCON6 0.00000 0.001101
CSB7 Cantilever End
Start DCON6 0.00000 0.001101
CSB7 Cantilever End
Middle DCON10 -1.24918 0.000945
CSB7 Cantilever End
End DCON14 -0.57260 0.000232
CSB8 Cantilever Start
Start DCON4 -0.96103 0.000199
CSB8 Cantilever Start
Middle 0.00000 0.000000
CSB8 Cantilever Start
End DCON4 0.00000 0.000389
CSB8 Cantilever End
Start DCON4 0.00000 0.000389
CSB8 Cantilever End
Middle 0.00000 0.000000
CSB8 Cantilever End
End DCON5 -1.11189 0.000175
CSA10 Cantilever Start
Start DCON6 -1.47467 0.000255
CSA10 Cantilever Start
Middle 0.00000 0.000000
CSA10 Cantilever Start
End DCON6 -0.00394 0.000484
CSA10 Cantilever End
Start DCON6 -0.00394 0.000484
CSA10 Cantilever End
Middle 0.00000 0.000000
CSA10 Cantilever End
End DCON6 -1.47467 0.000282
CSA12 Cantilever Start
Start DCON2 -0.88433 0.000127
CSA12 Cantilever Start
Middle 0.00000 0.000000
CSA12 Cantilever Start
End DCON6 0.00000 0.000181
CSA12 Cantilever End
Start DCON6 0.00000 0.000181
CSA12 Cantilever End
Middle 0.00000 0.000000
CSA12 Cantilever End
End DCON2 -0.88433 0.000134
CSA13 Cantilever Start
Start DCON5 -1.95942 0.000206
CSA13 Cantilever Start
Middle 0.00000 0.000000
CSA13 Cantilever Start
End DCON14 -1.47363 0.000192
CSA13 Cantilever End
Start DCON14 -1.47363 0.000192
CSA13 Cantilever End
Middle 0.00000 0.000000
CSA13 Cantilever End
End DCON5 -1.95942 0.000232
CSA14 Cantilever Start
Start DCON6 -1.51529 0.000179
CSA14 Cantilever Start
Middle 0.00000 0.000000
CC Roldos Teatro 5 Cim.fdb SAFE v12.3.1 - License #C1D 6. Design summary 25 junio 2012
Anexo – 3
24
Table 31: Concrete Slab Design Summary 01 - Flexural And Shear Data, Part 1 of 3
Strip SpanID Location FTopCombo FTopMoment
FTopArea
Tonf-m m2
CSA14 Cantilever Start
End DCON10 -0.00346 0.000127
CSA14 Cantilever End
Start DCON10 -0.00346 0.000127
CSA14 Cantilever End
Middle 0.00000 0.000000
CSA14 Cantilever End
End DCON6 -1.51529 0.000150
CSA15 Cantilever Start
Start DCON5 -2.08959 0.000319
CSA15 Cantilever Start
Middle 0.00000 0.000000
CSA15 Cantilever Start
End DCON5 0.00000 0.000543
CSA15 Cantilever End
Start DCON5 0.00000 0.000543
CSA15 Cantilever End
Middle 0.00000 0.000000
CSA15 Cantilever End
End DCON6 -2.19141 0.000290
CSA16 Cantilever Start
Start DCON6 -1.13405 0.000133
CSA16 Cantilever Start
Middle 0.00000 0.000000
CSA16 Cantilever Start
End DCON6 0.00000 0.000114
CSA16 Cantilever End
Start DCON6 0.00000 0.000114
CSA16 Cantilever End
Middle 0.00000 0.000000
CSA16 Cantilever End
End DCON3 -1.20502 0.000135
CSA17 Cantilever Start
Start DCON4 -1.34787 0.000113
CSA17 Cantilever Start
Middle DCON4 -2.05567 0.000200
CSA17 Cantilever Start
End DCON3 0.00000 0.000230
CSA17 Cantilever End
Start DCON3 0.00000 0.000230
CSA17 Cantilever End
Middle DCON3 -1.89593 0.000200
CSA17 Cantilever End
End DCON4 -1.34787 0.000113
CSA18 Cantilever Start
Start DCON4 -0.96103 0.000193
CSA18 Cantilever Start
Middle 0.00000 0.000000
CSA18 Cantilever Start
End DCON6 0.00000 0.000271
CSA18 Cantilever End
Start DCON6 0.00000 0.000271
CSA18 Cantilever End
Middle 0.00000 0.000000
CSA18 Cantilever End
End DCON14 -0.33481 0.000150
CSB12 Cantilever Start
Start DCON5 -2.76195 0.000766
CSB12 Cantilever Start
Middle 0.00000 0.000000
CSB12 Cantilever Start
End DCON5 0.00000 0.001239
CSB12 Cantilever End
Start DCON5 0.00000 0.001239
CC Roldos Teatro 5 Cim.fdb SAFE v12.3.1 - License #C1D 6. Design summary 25 junio 2012
Anexo – 3
25
Table 31: Concrete Slab Design Summary 01 - Flexural And Shear Data, Part 1 of 3
Strip SpanID Location FTopCombo FTopMoment
FTopArea
Tonf-m m2
CSB12 Cantilever End
Middle 0.00000 0.000000
CSB12 Cantilever End
End DCON5 -2.76195 0.000731
CSB13 Cantilever Start
Start DCON4 -2.49522 0.000344
CSB13 Cantilever Start
Middle 0.00000 0.000000
CSB13 Cantilever Start
End DCON4 0.00000 0.000537
CSB13 Cantilever End
Start DCON4 0.00000 0.000537
CSB13 Cantilever End
Middle 0.00000 0.000000
CSB13 Cantilever End
End DCON2 -2.71880 0.000316
CSB14 Cantilever Start
Start DCON5 -2.08959 0.000322
CSB14 Cantilever Start
Middle 0.00000 0.000000
CSB14 Cantilever Start
End DCON5 0.00000 0.000269
CSB14 Cantilever End
Start DCON5 0.00000 0.000269
CSB14 Cantilever End
Middle 0.00000 0.000000
CSB14 Cantilever End
End DCON6 -2.19141 0.000302
CSB15 Cantilever Start
Start DCON4 -2.48514 0.000388
CSB15 Cantilever Start
Middle 0.00000 0.000000
CSB15 Cantilever Start
End DCON5 -0.00482 0.000440
CSB15 Cantilever End
Start DCON5 -0.00482 0.000440
CSB15 Cantilever End
Middle 0.00000 0.000000
CSB15 Cantilever End
End DCON5 -2.40391 0.000360
CSB16 Cantilever Start
Start DCON6 -2.48767 0.000283
CSB16 Cantilever Start
Middle 0.00000 0.000000
CSB16 Cantilever Start
End DCON3 -0.00463 0.000083
CSB16 Cantilever End
Start DCON3 -0.00463 0.000083
CSB16 Cantilever End
Middle 0.00000 0.000000
CSB16 Cantilever End
End DCON6 -2.48767 0.000283
CSB17 Cantilever Start
Start DCON13 -0.51686 0.000147
CSB17 Cantilever Start
Middle DCON5 -1.37860 0.000706
CSB17 Cantilever Start
End DCON5 0.00000 0.000931
CSB17 Cantilever End
Start DCON5 0.00000 0.000931
CSB17 Cantilever End
Middle DCON5 -1.37860 0.000520
CSB17 Cantilever End
End DCON5 -0.83257 0.000128
CC Roldos Teatro 5 Cim.fdb SAFE v12.3.1 - License #C1D 6. Design summary 25 junio 2012
Anexo – 3
26
Table 31: Concrete Slab Design Summary 01 - Flexural And Shear Data, Part 1 of 3
Strip SpanID Location FTopCombo FTopMoment
FTopArea
Tonf-m m2
CSB18 Cantilever Start
Start DCON11 -0.46159 0.000171
CSB18 Cantilever Start
Middle DCON11 -0.76432 0.000693
CSB18 Cantilever Start
End DCON3 0.00000 0.000859
CSB18 Cantilever End
Start DCON3 0.00000 0.000859
CSB18 Cantilever End
Middle DCON12 -0.68463 0.000519
CSB18 Cantilever End
End DCON12 -0.41346 0.000123
Table 31: Concrete Slab Design Summary 01 - Flexural And Shear Data, Part 2 of 3 Table 31: Concrete Slab Design Summary 01 - Flexural And Shear Data, Part 2 of 3
Strip SpanID Location FBotCombo FBotMoment
FBotArea
Tonf-m m2
CSA3 Cantilever Start
Start DCON5 2.23856 0.000911
CSA3 Cantilever Start
Middle 0.00000 0.000000
CSA3 Cantilever Start
End DCON5 11.41242 0.001165
CSA3 Cantilever End
Start DCON5 11.41242 0.001165
CSA3 Cantilever End
Middle 0.00000 0.000000
CSA3 Cantilever End
End DCON5 2.23856 0.000846
CSA4 Cantilever Start
Start DCON4 2.02237 0.000278
CSA4 Cantilever Start
Middle 0.00000 0.000000
CSA4 Cantilever Start
End DCON2 11.23412 0.000936
CSA4 Cantilever End
Start DCON2 11.23412 0.000936
CSA4 Cantilever End
Middle 0.00000 0.000000
CSA4 Cantilever End
End DCON2 2.20359 0.000278
CSA5 Cantilever Start
Start DCON4 2.01686 0.000301
CSA5 Cantilever Start
Middle 0.00000 0.000000
CSA5 Cantilever Start
End DCON2 10.81746 0.001175
CSA5 Cantilever End
Start DCON2 10.81746 0.001175
CSA5 Cantilever End
Middle 0.00000 0.000000
CSA5 Cantilever End
End DCON5 1.95094 0.000311
CSA6 Cantilever Start
Start DCON6 2.01891 0.000224
CSA6 Cantilever Start
Middle 0.00000 0.000000
CSA6 Cantilever Start
End DCON6 10.21513 0.001060
CC Roldos Teatro 5 Cim.fdb SAFE v12.3.1 - License #C1D 6. Design summary 25 junio 2012
Anexo – 3
27
Table 31: Concrete Slab Design Summary 01 - Flexural And Shear Data, Part 2 of 3
Strip SpanID Location FBotCombo FBotMoment
FBotArea
Tonf-m m2
CSA6 Cantilever End
Start DCON6 10.21513 0.001060
CSA6 Cantilever End
Middle 0.00000 0.000000
CSA6 Cantilever End
End DCON3 1.87470 0.000211
CSA7 Cantilever Start
Start DCON3 1.67260 0.000174
CSA7 Cantilever Start
Middle DCON3 6.51291 0.000653
CSA7 Cantilever Start
End DCON3 17.46521 0.001491
CSA7 Cantilever End
Start DCON3 17.46521 0.001491
CSA7 Cantilever End
Middle DCON3 6.51291 0.000657
CSA7 Cantilever End
End DCON3 1.67260 0.000180
CSA8 Cantilever Start
Start DCON5 1.83096 0.000197
CSA8 Cantilever Start
Middle DCON5 7.12954 0.000731
CSA8 Cantilever Start
End DCON2 21.49879 0.001698
CSA8 Cantilever End
Start DCON2 21.49879 0.001698
CSA8 Cantilever End
Middle DCON5 7.12954 0.000756
CSA8 Cantilever End
End DCON5 1.83096 0.000206
CSA9 Cantilever Start
Start DCON6 1.96188 0.000233
CSA9 Cantilever Start
Middle DCON6 7.63932 0.000858
CSA9 Cantilever Start
End DCON6 20.48582 0.001799
CSA9 Cantilever End
Start DCON6 20.48582 0.001799
CSA9 Cantilever End
Middle DCON6 7.63932 0.000848
CSA9 Cantilever End
End DCON6 1.96188 0.000231
CSB1 Cantilever Start
Start DCON2 3.14751 0.000241
CSB1 Cantilever Start
Middle DCON2 12.17782 0.000937
CSB1 Cantilever Start
End DCON2 32.83787 0.002569
CSB1 Cantilever End
Start DCON2 32.83787 0.002569
CSB1 Cantilever End
Middle DCON2 12.17782 0.000945
CSB1 Cantilever End
End DCON2 3.14751 0.000243
CSB2 Cantilever Start
Start DCON6 1.23206 0.000145
CSB2 Cantilever Start
Middle 0.00000 0.000000
CSB2 Cantilever Start
End DCON6 6.26871 0.000695
CSB2 Cantilever End
Start DCON6 6.26871 0.000695
CSB2 Cantilever End
Middle 0.00000 0.000000
CC Roldos Teatro 5 Cim.fdb SAFE v12.3.1 - License #C1D 6. Design summary 25 junio 2012
Anexo – 3
28
Table 31: Concrete Slab Design Summary 01 - Flexural And Shear Data, Part 2 of 3
Strip SpanID Location FBotCombo FBotMoment
FBotArea
Tonf-m m2
CSB2 Cantilever End
End DCON6 1.23206 0.000155
CSB3 Cantilever Start
Start DCON5 1.59318 0.000191
CSB3 Cantilever Start
Middle 0.00000 0.000000
CSB3 Cantilever Start
End DCON5 8.10609 0.000909
CSB3 Cantilever End
Start DCON5 8.10609 0.000909
CSB3 Cantilever End
Middle 0.00000 0.000000
CSB3 Cantilever End
End DCON5 1.59318 0.000201
CSB4 Cantilever Start
Start DCON2 0.71904 0.000118
CSB4 Cantilever Start
Middle 0.00000 0.000000
CSB4 Cantilever Start
End DCON5 4.13543 0.000480
CSB4 Cantilever End
Start DCON5 4.13543 0.000480
CSB4 Cantilever End
Middle 0.00000 0.000000
CSB4 Cantilever End
End DCON2 0.71904 0.000126
CSB5 Cantilever Start
Start DCON3 0.97978 0.000127
CSB5 Cantilever Start
Middle 0.00000 0.000000
CSB5 Cantilever Start
End DCON3 4.98513 0.000555
CSB5 Cantilever End
Start DCON3 4.98513 0.000555
CSB5 Cantilever End
Middle 0.00000 0.000000
CSB5 Cantilever End
End DCON6 0.92208 0.000116
CSB6 Cantilever Start
Start DCON6 1.19903 0.000259
CSB6 Cantilever Start
Middle 0.00000 0.000000
CSB6 Cantilever Start
End DCON6 6.10066 0.000795
CSB6 Cantilever End
Start DCON6 6.10066 0.000795
CSB6 Cantilever End
Middle 0.00000 0.000000
CSB6 Cantilever End
End DCON6 1.19903 0.000258
CSB7 Cantilever Start
Start DCON6 1.96188 0.000239
CSB7 Cantilever Start
Middle DCON6 7.63932 0.000881
CSB7 Cantilever Start
End DCON6 20.48582 0.001886
CSB7 Cantilever End
Start DCON6 20.48582 0.001886
CSB7 Cantilever End
Middle DCON6 7.63932 0.000911
CSB7 Cantilever End
End DCON6 1.96188 0.000249
CSB8 Cantilever Start
Start DCON4 0.78140 0.000180
CC Roldos Teatro 5 Cim.fdb SAFE v12.3.1 - License #C1D 6. Design summary 25 junio 2012
Anexo – 3
29
Table 31: Concrete Slab Design Summary 01 - Flexural And Shear Data, Part 2 of 3
Strip SpanID Location FBotCombo FBotMoment
FBotArea
Tonf-m m2
CSB8 Cantilever Start
Middle 0.00000 0.000000
CSB8 Cantilever Start
End DCON5 4.59987 0.000541
CSB8 Cantilever End
Start DCON5 4.59987 0.000541
CSB8 Cantilever End
Middle 0.00000 0.000000
CSB8 Cantilever End
End DCON5 0.90406 0.000153
CSA10 Cantilever Start
Start DCON6 1.19903 0.000228
CSA10 Cantilever Start
Middle 0.00000 0.000000
CSA10 Cantilever Start
End DCON6 6.10066 0.000740
CSA10 Cantilever End
Start DCON6 6.10066 0.000740
CSA10 Cantilever End
Middle 0.00000 0.000000
CSA10 Cantilever End
End DCON14 0.86722 0.000263
CSA12 Cantilever Start
Start DCON2 0.71904 0.000110
CSA12 Cantilever Start
Middle 0.00000 0.000000
CSA12 Cantilever Start
End DCON5 4.13544 0.000443
CSA12 Cantilever End
Start DCON5 4.13544 0.000443
CSA12 Cantilever End
Middle 0.00000 0.000000
CSA12 Cantilever End
End DCON2 0.71904 0.000118
CSA13 Cantilever Start
Start DCON5 1.59318 0.000170
CSA13 Cantilever Start
Middle 0.00000 0.000000
CSA13 Cantilever Start
End DCON5 8.10609 0.000852
CSA13 Cantilever End
Start DCON5 8.10609 0.000852
CSA13 Cantilever End
Middle 0.00000 0.000000
CSA13 Cantilever End
End DCON5 1.59318 0.000196
CSA14 Cantilever Start
Start DCON6 1.23206 0.000151
CSA14 Cantilever Start
Middle 0.00000 0.000000
CSA14 Cantilever Start
End DCON6 6.26871 0.000662
CSA14 Cantilever End
Start DCON6 6.26871 0.000662
CSA14 Cantilever End
Middle 0.00000 0.000000
CSA14 Cantilever End
End DCON6 1.23206 0.000122
CSA15 Cantilever Start
Start DCON5 1.69584 0.000280
CSA15 Cantilever Start
Middle 0.00000 0.000000
CSA15 Cantilever Start
End DCON6 8.99860 0.001009
CC Roldos Teatro 5 Cim.fdb SAFE v12.3.1 - License #C1D 6. Design summary 25 junio 2012
Anexo – 3
30
Table 31: Concrete Slab Design Summary 01 - Flexural And Shear Data, Part 2 of 3
Strip SpanID Location FBotCombo FBotMoment
FBotArea
Tonf-m m2
CSA15 Cantilever End
Start DCON6 8.99860 0.001009
CSA15 Cantilever End
Middle 0.00000 0.000000
CSA15 Cantilever End
End DCON6 1.77848 0.000249
CSA16 Cantilever Start
Start DCON6 0.92208 0.000112
CSA16 Cantilever Start
Middle 0.00000 0.000000
CSA16 Cantilever Start
End DCON3 4.98513 0.000517
CSA16 Cantilever End
Start DCON3 4.98513 0.000517
CSA16 Cantilever End
Middle 0.00000 0.000000
CSA16 Cantilever End
End DCON3 0.97978 0.000113
CSA17 Cantilever Start
Start DCON2 3.14751 0.000230
CSA17 Cantilever Start
Middle DCON2 12.17782 0.000894
CSA17 Cantilever Start
End DCON2 32.83787 0.002440
CSA17 Cantilever End
Start DCON2 32.83787 0.002440
CSA17 Cantilever End
Middle DCON2 12.17782 0.000896
CSA17 Cantilever End
End DCON2 3.14751 0.000230
CSA18 Cantilever Start
Start DCON4 0.78140 0.000192
CSA18 Cantilever Start
Middle 0.00000 0.000000
CSA18 Cantilever Start
End DCON5 4.59987 0.000525
CSA18 Cantilever End
Start DCON5 4.59987 0.000525
CSA18 Cantilever End
Middle 0.00000 0.000000
CSA18 Cantilever End
End DCON14 0.27223 0.000164
CSB12 Cantilever Start
Start DCON5 2.23856 0.000856
CSB12 Cantilever Start
Middle 0.00000 0.000000
CSB12 Cantilever Start
End DCON5 11.41242 0.001219
CSB12 Cantilever End
Start DCON5 11.41242 0.001219
CSB12 Cantilever End
Middle 0.00000 0.000000
CSB12 Cantilever End
End DCON5 2.23856 0.000822
CSB13 Cantilever Start
Start DCON4 2.02237 0.000308
CSB13 Cantilever Start
Middle 0.00000 0.000000
CSB13 Cantilever Start
End DCON2 11.23412 0.000983
CSB13 Cantilever End
Start DCON2 11.23412 0.000983
CSB13 Cantilever End
Middle 0.00000 0.000000
CC Roldos Teatro 5 Cim.fdb SAFE v12.3.1 - License #C1D 6. Design summary 25 junio 2012
Anexo – 3
31
Table 31: Concrete Slab Design Summary 01 - Flexural And Shear Data, Part 2 of 3
Strip SpanID Location FBotCombo FBotMoment
FBotArea
Tonf-m m2
CSB13 Cantilever End
End DCON2 2.20359 0.000276
CSB14 Cantilever Start
Start DCON5 1.69584 0.000280
CSB14 Cantilever Start
Middle 0.00000 0.000000
CSB14 Cantilever Start
End DCON1 9.36062 0.001033
CSB14 Cantilever End
Start DCON1 9.36062 0.001033
CSB14 Cantilever End
Middle 0.00000 0.000000
CSB14 Cantilever End
End DCON6 1.77848 0.000258
CSB15 Cantilever Start
Start DCON4 2.01686 0.000339
CSB15 Cantilever Start
Middle 0.00000 0.000000
CSB15 Cantilever Start
End DCON2 10.81746 0.001252
CSB15 Cantilever End
Start DCON2 10.81746 0.001252
CSB15 Cantilever End
Middle 0.00000 0.000000
CSB15 Cantilever End
End DCON5 1.95094 0.000312
CSB16 Cantilever Start
Start DCON6 2.01891 0.000233
CSB16 Cantilever Start
Middle 0.00000 0.000000
CSB16 Cantilever Start
End DCON6 10.21513 0.001119
CSB16 Cantilever End
Start DCON6 10.21513 0.001119
CSB16 Cantilever End
Middle 0.00000 0.000000
CSB16 Cantilever End
End DCON6 2.01891 0.000233
CSB17 Cantilever Start
Start DCON5 1.83096 0.000219
CSB17 Cantilever Start
Middle DCON5 7.12954 0.000807
CSB17 Cantilever Start
End DCON2 21.49879 0.001782
CSB17 Cantilever End
Start DCON2 21.49879 0.001782
CSB17 Cantilever End
Middle DCON5 7.12954 0.000756
CSB17 Cantilever End
End DCON5 1.83096 0.000204
CSB18 Cantilever Start
Start DCON3 1.67260 0.000202
CSB18 Cantilever Start
Middle DCON3 6.51291 0.000743
CSB18 Cantilever Start
End DCON3 17.46521 0.001584
CSB18 Cantilever End
Start DCON3 17.46521 0.001584
CSB18 Cantilever End
Middle DCON4 6.10078 0.000637
CSB18 Cantilever End
End DCON4 1.56676 0.000172
CC Roldos Teatro 5 Cim.fdb SAFE v12.3.1 - License #C1D 6. Design summary 25 junio 2012
Anexo – 3
32
Table 31: Concrete Slab Design Summary 01 - Flexural And Shear Data, Part 3 of 3
Table 31: Concrete Slab Design Summary 01 - Flexural And Shear Data, Part 3 of 3
Strip SpanID Location VCombo VForce VArea Status Layer
Tonf m2/m
CSA3 Cantilever Start
Start 0.0000 0.000000 OK A
CSA3 Cantilever Start
Middle 0.0000 0.000000 OK A
CSA3 Cantilever Start
End DCON2 10.4715 0.000000 OK A
CSA3 Cantilever End
Start DCON2 10.4715 0.000000 OK A
CSA3 Cantilever End
Middle 0.0000 0.000000 OK A
CSA3 Cantilever End
End DCON2 10.4715 0.000000 OK A
CSA4 Cantilever Start
Start 0.0000 0.000000 OK A
CSA4 Cantilever Start
Middle 0.0000 0.000000 OK A
CSA4 Cantilever Start
End DCON1 10.1671 0.000000 OK A
CSA4 Cantilever End
Start DCON1 10.1671 0.000000 OK A
CSA4 Cantilever End
Middle 0.0000 0.000000 OK A
CSA4 Cantilever End
End DCON1 10.1671 0.000000 OK A
CSA5 Cantilever Start
Start 0.0000 0.000000 OK A
CSA5 Cantilever Start
Middle 0.0000 0.000000 OK A
CSA5 Cantilever Start
End DCON2 9.7664 0.000000 OK A
CSA5 Cantilever End
Start DCON2 9.7664 0.000000 OK A
CSA5 Cantilever End
Middle 0.0000 0.000000 OK A
CSA5 Cantilever End
End DCON2 9.7664 0.000000 OK A
CSA6 Cantilever Start
Start 0.0000 0.000000 OK A
CSA6 Cantilever Start
Middle 0.0000 0.000000 OK A
CSA6 Cantilever Start
End DCON6 9.2226 0.000000 OK A
CSA6 Cantilever End
Start DCON6 9.2226 0.000000 OK A
CSA6 Cantilever End
Middle 0.0000 0.000000 OK A
CSA6 Cantilever End
End DCON6 9.2226 0.000000 OK A
CSA7 Cantilever Start
Start 0.0000 0.000000 OK A
CSA7 Cantilever Start
Middle DCON2 7.0628 0.000000 OK A
CSA7 Cantilever Start
End DCON2 21.4689 0.000000 OK A
CSA7 Cantilever End
Start DCON2 21.4689 0.000000 OK A
CSA7 Cantilever End
Middle DCON2 21.4689 0.000000 OK A
CSA7 Cantilever End
End DCON2 7.0628 0.000000 OK A
CSA8 Cantilever Start
Start 0.0000 0.000000 OK A
CC Roldos Teatro 5 Cim.fdb SAFE v12.3.1 - License #C1D 6. Design summary 25 junio 2012
Anexo – 3
33
Table 31: Concrete Slab Design Summary 01 - Flexural And Shear Data, Part 3 of 3
Strip SpanID Location VCombo VForce VArea Status Layer
Tonf m2/m
CSA8 Cantilever Start
Middle DCON2 7.9822 0.000000 OK A
CSA8 Cantilever Start
End DCON2 24.2638 0.000000 OK A
CSA8 Cantilever End
Start DCON2 24.2638 0.000000 OK A
CSA8 Cantilever End
Middle DCON2 24.2638 0.000000 OK A
CSA8 Cantilever End
End DCON2 7.9822 0.000000 OK A
CSA9 Cantilever Start
Start 0.0000 0.000000 OK A
CSA9 Cantilever Start
Middle DCON2 8.0789 0.000000 OK A
CSA9 Cantilever Start
End DCON2 24.5576 0.000000 OK A
CSA9 Cantilever End
Start DCON2 24.5576 0.000000 OK A
CSA9 Cantilever End
Middle DCON2 24.5576 0.000000 OK A
CSA9 Cantilever End
End DCON2 8.0789 0.000000 OK A
CSB1 Cantilever Start
Start 0.0000 0.000000 OK B
CSB1 Cantilever Start
Middle DCON2 10.0403 0.000000 OK B
CSB1 Cantilever Start
End DCON2 30.9443 0.000000 OK B
CSB1 Cantilever End
Start DCON2 30.9443 0.000000 OK B
CSB1 Cantilever End
Middle DCON2 30.9443 0.000000 OK B
CSB1 Cantilever End
End DCON2 10.0403 0.000000 OK B
CSB2 Cantilever Start
Start 0.0000 0.000000 OK B
CSB2 Cantilever Start
Middle 0.0000 0.000000 OK B
CSB2 Cantilever Start
End DCON6 7.5576 0.000000 OK B
CSB2 Cantilever End
Start DCON6 7.5576 0.000000 OK B
CSB2 Cantilever End
Middle 0.0000 0.000000 OK B
CSB2 Cantilever End
End DCON6 7.5576 0.000000 OK B
CSB3 Cantilever Start
Start 0.0000 0.000000 OK B
CSB3 Cantilever Start
Middle 0.0000 0.000000 OK B
CSB3 Cantilever Start
End DCON5 9.7727 0.000000 OK B
CSB3 Cantilever End
Start DCON5 9.7727 0.000000 OK B
CSB3 Cantilever End
Middle 0.0000 0.000000 OK B
CSB3 Cantilever End
End DCON5 9.7727 0.000000 OK B
CSB4 Cantilever Start
Start 0.0000 0.000000 OK B
CSB4 Cantilever Start
Middle 0.0000 0.000000 OK B
CSB4 Cantilever Start
End DCON5 4.9857 0.000000 OK B
CC Roldos Teatro 5 Cim.fdb SAFE v12.3.1 - License #C1D 6. Design summary 25 junio 2012
Anexo – 3
34
Table 31: Concrete Slab Design Summary 01 - Flexural And Shear Data, Part 3 of 3
Strip SpanID Location VCombo VForce VArea Status Layer
Tonf m2/m
CSB4 Cantilever End
Start DCON5 4.9857 0.000000 OK B
CSB4 Cantilever End
Middle 0.0000 0.000000 OK B
CSB4 Cantilever End
End DCON5 4.9857 0.000000 OK B
CSB5 Cantilever Start
Start 0.0000 0.000000 OK B
CSB5 Cantilever Start
Middle 0.0000 0.000000 OK B
CSB5 Cantilever Start
End DCON3 6.0101 0.000000 OK B
CSB5 Cantilever End
Start DCON3 6.0101 0.000000 OK B
CSB5 Cantilever End
Middle 0.0000 0.000000 OK B
CSB5 Cantilever End
End DCON3 6.0101 0.000000 OK B
CSB6 Cantilever Start
Start 0.0000 0.000000 OK B
CSB6 Cantilever Start
Middle 0.0000 0.000000 OK B
CSB6 Cantilever Start
End DCON6 7.3550 0.000000 OK B
CSB6 Cantilever End
Start DCON6 7.3550 0.000000 OK B
CSB6 Cantilever End
Middle 0.0000 0.000000 OK B
CSB6 Cantilever End
End DCON6 7.3550 0.000000 OK B
CSB7 Cantilever Start
Start 0.0000 0.000000 OK B
CSB7 Cantilever Start
Middle DCON2 8.0789 0.000000 OK B
CSB7 Cantilever Start
End DCON2 24.5576 0.000000 OK B
CSB7 Cantilever End
Start DCON2 24.5576 0.000000 OK B
CSB7 Cantilever End
Middle DCON2 24.5576 0.000000 OK B
CSB7 Cantilever End
End DCON2 8.0789 0.000000 OK B
CSB8 Cantilever Start
Start 0.0000 0.000000 OK B
CSB8 Cantilever Start
Middle 0.0000 0.000000 OK B
CSB8 Cantilever Start
End DCON5 5.5456 0.000000 OK B
CSB8 Cantilever End
Start DCON5 5.5456 0.000000 OK B
CSB8 Cantilever End
Middle 0.0000 0.000000 OK B
CSB8 Cantilever End
End DCON5 5.5456 0.000000 OK B
CSA10 Cantilever Start
Start 0.0000 0.000000 OK A
CSA10 Cantilever Start
Middle 0.0000 0.000000 OK A
CSA10 Cantilever Start
End DCON6 7.3550 0.000000 OK A
CSA10 Cantilever End
Start DCON6 7.3550 0.000000 OK A
CSA10 Cantilever End
Middle 0.0000 0.000000 OK A
CC Roldos Teatro 5 Cim.fdb SAFE v12.3.1 - License #C1D 6. Design summary 25 junio 2012
Anexo – 3
35
Table 31: Concrete Slab Design Summary 01 - Flexural And Shear Data, Part 3 of 3
Strip SpanID Location VCombo VForce VArea Status Layer
Tonf m2/m
CSA10 Cantilever End
End DCON6 7.3550 0.000000 OK A
CSA12 Cantilever Start
Start 0.0000 0.000000 OK A
CSA12 Cantilever Start
Middle 0.0000 0.000000 OK A
CSA12 Cantilever Start
End DCON5 4.9857 0.000000 OK A
CSA12 Cantilever End
Start DCON5 4.9857 0.000000 OK A
CSA12 Cantilever End
Middle 0.0000 0.000000 OK A
CSA12 Cantilever End
End DCON5 4.9857 0.000000 OK A
CSA13 Cantilever Start
Start 0.0000 0.000000 OK A
CSA13 Cantilever Start
Middle 0.0000 0.000000 OK A
CSA13 Cantilever Start
End DCON5 9.7727 0.000000 OK A
CSA13 Cantilever End
Start DCON5 9.7727 0.000000 OK A
CSA13 Cantilever End
Middle 0.0000 0.000000 OK A
CSA13 Cantilever End
End DCON5 9.7727 0.000000 OK A
CSA14 Cantilever Start
Start 0.0000 0.000000 OK A
CSA14 Cantilever Start
Middle 0.0000 0.000000 OK A
CSA14 Cantilever Start
End DCON6 7.5576 0.000000 OK A
CSA14 Cantilever End
Start DCON6 7.5576 0.000000 OK A
CSA14 Cantilever End
Middle 0.0000 0.000000 OK A
CSA14 Cantilever End
End DCON6 7.5576 0.000000 OK A
CSA15 Cantilever Start
Start 0.0000 0.000000 OK A
CSA15 Cantilever Start
Middle 0.0000 0.000000 OK A
CSA15 Cantilever Start
End DCON1 8.4511 0.000000 OK A
CSA15 Cantilever End
Start DCON1 8.4511 0.000000 OK A
CSA15 Cantilever End
Middle 0.0000 0.000000 OK A
CSA15 Cantilever End
End DCON1 8.4511 0.000000 OK A
CSA16 Cantilever Start
Start 0.0000 0.000000 OK A
CSA16 Cantilever Start
Middle 0.0000 0.000000 OK A
CSA16 Cantilever Start
End DCON3 6.0101 0.000000 OK A
CSA16 Cantilever End
Start DCON3 6.0101 0.000000 OK A
CSA16 Cantilever End
Middle 0.0000 0.000000 OK A
CSA16 Cantilever End
End DCON3 6.0101 0.000000 OK A
CSA17 Cantilever Start
Start 0.0000 0.000000 OK A
CC Roldos Teatro 5 Cim.fdb SAFE v12.3.1 - License #C1D 6. Design summary 25 junio 2012
Anexo – 3
36
Table 31: Concrete Slab Design Summary 01 - Flexural And Shear Data, Part 3 of 3
Strip SpanID Location VCombo VForce VArea Status Layer
Tonf m2/m
CSA17 Cantilever Start
Middle DCON2 10.0403 0.000000 OK A
CSA17 Cantilever Start
End DCON2 30.9443 0.000000 OK A
CSA17 Cantilever End
Start DCON2 30.9443 0.000000 OK A
CSA17 Cantilever End
Middle DCON2 30.9443 0.000000 OK A
CSA17 Cantilever End
End DCON2 10.0403 0.000000 OK A
CSA18 Cantilever Start
Start 0.0000 0.000000 OK A
CSA18 Cantilever Start
Middle 0.0000 0.000000 OK A
CSA18 Cantilever Start
End DCON5 5.5456 0.000000 OK A
CSA18 Cantilever End
Start DCON5 5.5456 0.000000 OK A
CSA18 Cantilever End
Middle 0.0000 0.000000 OK A
CSA18 Cantilever End
End DCON5 5.5456 0.000000 OK A
CSB12 Cantilever Start
Start 0.0000 0.000000 OK B
CSB12 Cantilever Start
Middle 0.0000 0.000000 OK B
CSB12 Cantilever Start
End DCON2 10.4715 0.000000 OK B
CSB12 Cantilever End
Start DCON2 10.4715 0.000000 OK B
CSB12 Cantilever End
Middle 0.0000 0.000000 OK B
CSB12 Cantilever End
End DCON2 10.4715 0.000000 OK B
CSB13 Cantilever Start
Start 0.0000 0.000000 OK B
CSB13 Cantilever Start
Middle 0.0000 0.000000 OK B
CSB13 Cantilever Start
End DCON1 10.1671 0.000000 OK B
CSB13 Cantilever End
Start DCON1 10.1671 0.000000 OK B
CSB13 Cantilever End
Middle 0.0000 0.000000 OK B
CSB13 Cantilever End
End DCON1 10.1671 0.000000 OK B
CSB14 Cantilever Start
Start 0.0000 0.000000 OK B
CSB14 Cantilever Start
Middle 0.0000 0.000000 OK B
CSB14 Cantilever Start
End DCON1 8.4511 0.000000 OK B
CSB14 Cantilever End
Start DCON1 8.4511 0.000000 OK B
CSB14 Cantilever End
Middle 0.0000 0.000000 OK B
CSB14 Cantilever End
End DCON1 8.4511 0.000000 OK B
CSB15 Cantilever Start
Start 0.0000 0.000000 OK B
CSB15 Cantilever Start
Middle 0.0000 0.000000 OK B
CSB15 Cantilever Start
End DCON2 9.7664 0.000000 OK B
CC Roldos Teatro 5 Cim.fdb SAFE v12.3.1 - License #C1D 6. Design summary 25 junio 2012
Anexo – 3
37
Table 31: Concrete Slab Design Summary 01 - Flexural And Shear Data, Part 3 of 3
Strip SpanID Location VCombo VForce VArea Status Layer
Tonf m2/m
CSB15 Cantilever End
Start DCON2 9.7664 0.000000 OK B
CSB15 Cantilever End
Middle 0.0000 0.000000 OK B
CSB15 Cantilever End
End DCON2 9.7664 0.000000 OK B
CSB16 Cantilever Start
Start 0.0000 0.000000 OK B
CSB16 Cantilever Start
Middle 0.0000 0.000000 OK B
CSB16 Cantilever Start
End DCON6 9.2226 0.000000 OK B
CSB16 Cantilever End
Start DCON6 9.2226 0.000000 OK B
CSB16 Cantilever End
Middle 0.0000 0.000000 OK B
CSB16 Cantilever End
End DCON6 9.2226 0.000000 OK B
CSB17 Cantilever Start
Start 0.0000 0.000000 OK B
CSB17 Cantilever Start
Middle DCON2 7.9822 0.000000 OK B
CSB17 Cantilever Start
End DCON2 24.2638 0.000000 OK B
CSB17 Cantilever End
Start DCON2 24.2638 0.000000 OK B
CSB17 Cantilever End
Middle DCON2 24.2638 0.000000 OK B
CSB17 Cantilever End
End DCON2 7.9822 0.000000 OK B
CSB18 Cantilever Start
Start 0.0000 0.000000 OK B
CSB18 Cantilever Start
Middle DCON2 7.0628 0.000000 OK B
CSB18 Cantilever Start
End DCON2 21.4689 0.000000 OK B
CSB18 Cantilever End
Start DCON2 21.4689 0.000000 OK B
CSB18 Cantilever End
Middle DCON2 21.4689 0.000000 OK B
CSB18 Cantilever End
End DCON2 7.0628 0.000000 OK B
6.4. Beam design
6.5. Punching check/design
Table 32: Concrete Slab Design 02 - Punching Shear Data, Part 1 of 3 Table 32: Concrete Slab Design 02 - Punching Shear Data, Part 1 of 3
Point GlobalX GlobalY Location Perimeter Depth Status Ratio
m m m m
1234 0.00000 0.00000 Corner 2.367200 0.267000 OK 0.290572
1235 0.00000 7.10000 Corner 2.867200 0.267000 OK 0.354585
1236 0.00000 13.70000 Corner 2.367200 0.267000 OK 0.219328
1237 6.00000 0.00000 Corner 3.592200 0.367000 OK 0.353095
1239 6.00000 13.70000 Corner 2.992200 0.367000 OK 0.264999
CC Roldos Teatro 5 Cim.fdb SAFE v12.3.1 - License #C1D 6. Design summary 25 junio 2012
Anexo – 3
38
Table 32: Concrete Slab Design 02 - Punching Shear Data, Part 1 of 3
Point GlobalX GlobalY Location Perimeter Depth Status Ratio
m m m m
1240 12.00000 0.00000 Corner 3.592200 0.367000 OK 0.348815
1242 12.00000 13.70000 Corner 2.992200 0.367000 OK 0.257263
1243 18.00000 0.00000 Corner 3.592200 0.367000 OK 0.308093
1244 18.00000 7.10000 Corner 3.867200 0.367000 OK 0.599422
1245 18.00000 13.70000 Corner 2.217200 0.267000 OK 0.241220
1246 23.75000 0.00000 Corner 2.167200 0.267000 OK 0.309627
1247 23.75000 7.10000 Corner 2.717200 0.267000 OK 0.440594
1248 23.75000 13.70000 Corner 2.217200 0.267000 OK 0.473178
1257 18.00000 11.00000 Corner 2.717200 0.267000 OK 0.466753
1259 23.75000 11.00000 Corner 2.167200 0.267000 OK 0.389579
Table 32: Concrete Slab Design 02 - Punching Shear Data, Part 2 of 3 Table 32: Concrete Slab Design 02 - Punching Shear Data, Part 2 of 3
Point Combo Vu ShrStrMax Mu2 ShrStrCap
Tonf Tonf/m2 Tonf-m Tonf/m2
1234 DCON6 -12.2701 35.81 1.27393 123.23
1235 DCON1 -13.5547 42.19 2.06166 118.99
1236 DCON5 -9.1019 27.03 0.97463 123.23
1237 DCON2 -28.3767 41.34 6.97688 117.07
1239 DCON2 -16.8969 32.66 -2.74215 123.23
1240 DCON2 -28.0224 40.84 6.89491 117.07
1242 DCON1 -16.1235 31.70 -2.69370 123.23
1243 DCON2 -24.6519 36.07 6.11515 117.07
1244 DCON2 -48.9149 71.98 8.88956 120.09
1245 DCON5 -8.1215 29.73 -1.02139 123.23
1246 DCON3 -9.9152 38.16 -1.07446 123.23
1247 DCON6 -15.0875 53.82 2.61555 122.16
1248 DCON5 -16.5035 58.31 -1.52182 123.23
1257 DCON2 -16.0409 57.02 -3.15515 122.16
1259 DCON6 -12.6248 48.01 1.33585 123.23
Table 32: Concrete Slab Design 02 - Punching Shear Data, Part 3 of 3 Table 32: Concrete Slab Design 02 - Punching Shear Data, Part 3 of 3
Point Mu3 ReinfType NumRails StudPerRail
Tonf-m
1234 -0.82323 None
1235 -2.52037 None
1236 -0.64182 None
1237 0.65035 None
1239 -2.22675 None
1240 0.64288 None
1242 -2.20461 None
1243 0.57178 None
1244 8.88956 None
1245 -0.80957 None
1246 1.24367 None
1247 2.98381 None
1248 1.95710 None
1257 -2.76305 None
1259 1.55218 None