DISTRITO METROPOLITANO DE QUITO
PROYECTO: EDIFICIO GALTIERI
MEMORIA DE CÁLCULO ESTRUCTURAL
DISEÑO ESTRUCTURAL ING. RAFAEL VILLA ASTUDILLO
LP:17-7100 & RM:5180
UBICACIÓN QUITO-ECUADOR
DICIEMBRE 2012
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2012002‐30‐ST‐XLS‐01 Pág.2
TABLA DE CONTENIDO
1. ANTECEDENTES .............................................................................................................................. 3
2. DESCRIPCIÓN GENERAL DEL PROYECTO......................................................................................... 3
3. DESCRIPCIÓN ESTRUCTURAL .......................................................................................................... 4
4. PROPIEDADES DE LOS MATERIALES ............................................................................................... 4
5. CARGAS DE DISEÑO UTILIZADAS .................................................................................................... 5
5.1 Cargas muertas ......................................................................................................................... 5
5.2 Cargas vivas .............................................................................................................................. 5
5.3 Cargas por sismo ...................................................................................................................... 5
5.4 Cargas de viento ....................................................................................................................... 9
5.5 Cargas de suelo ........................................................................................................................ 9
5.6 Cargas de agua ......................................................................................................................... 9
6. COMBINACIONES DE CARGA .......................................................................................................... 9
7. ANÁLISIS ESTRUCTURAL DE LA EDIFICACIÓN ............................................................................... 11
7.1 RELACIÓN DE MASAS EN LA PARTICIPACIÓN MODAL ............................................................ 11
7.2 CONTROL DE DERIVAS ............................................................................................................ 12
8. DISEÑO ESTRUCTURAL DE LA EDIFICACIÓN ................................................................................. 14
8.1 ANÁLISIS COMBINADO DE ESTADOS DE CARGA .................................................................... 14
8.2 DISEÑO DE LA ESTRUCTURA ACERO ....................................................................................... 14
8.3 DISEÑO DE LA ESTRUCTURA DE HORMIGÓN ......................................................................... 15
9. DISEÑO DE LA CIMENTACIÓN ....................................................................................................... 15
ANEXOS ANEXO 1 : DETALLE DEL ANÁLISIS ESTRUCTURAL ANEXO 2 : DETALLE DEL DISEÑO
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MEMORIA DESCRIPTIVA DEL ANÁLISIS Y DISEÑO ESTRUCTURAL
1. ANTECEDENTES
Por requerimientos y necesidades particulares; de acuerdo a las circunstancias actuales; el Arq. Carlos Juan Torres Montenegro ha proyectado una edificación para vivienda a ser construida, denominada “Edificio Galtieri”, ubicada en el sector de Las Casas, al norte del distrito Metropolitano de Quito, Provincia de Pichincha; por lo que ha decidido contratar de manera voluntaria los servicios de consultoría para el análisis y diseño estructural de la edificación antes mencionada, mediante convenio verbal, al Ing. Rafael Villa Astudillo. El presente documento tiene como propósito demostrar los criterios utilizados en el análisis y diseño estructural sismo resistente de la estructura a ser usada como vivienda.
2. DESCRIPCIÓN GENERAL DEL PROYECTO
De acuerdo al requerimiento arquitectónico se ha concebido una estructura de forma rectangular, muy regular de piso a piso, cuyas dimensiones en planta y elevación se pueden observar tanto en los planos arquitectónicos como en los planos estructurales. A continuación se presentan esquemas de la estructura mencionada.
Fig. 1: Isometría Estructural 1
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Fig. 2: Isometría Estructural 2
3. DESCRIPCIÓN ESTRUCTURAL
La edificación es una estructura mixta, entre hormigón armado (vigas, columnas y cimentación) y acero estructural (vigas secundarias y losas); las losas son placas colaborantes de acero con una loseta de hormigón sobre esta; soportadas mediante viguetas secundarias de acero tipo IPE que están soldadas a placas de acero, las cuales se anclan a las vigas principales de hormigón armado; las cuales a su vez se están unidas a las columnas de hormigón armado, formando nudos rígidos, conformando pórticos bidireccionales sismo‐resistentes. Las columnas a su vez se cimentan a plintos aislados de hormigón armado sobre el suelo natural. Para un mayor detalle de la mecánica de suelos, ver el estudio de suelos. La fundación toma en cuenta la interacción suelo‐estructura únicamente en función de las características propias del terreno donde estará desplantada. Los parámetros del suelo se describen a continuación:
Esfuerzo admisible del suelo Qa= 15 T/m²
Coeficiente del módulo de balasto Ks1 vertical (para áreas) = 1800 T/m3
Coeficiente del módulo de balasto Ks1 horizontal (para áreas) = 1200 T/m3 Para una concepción completa y global del sistema estructural es necesario referirse a los planos estructurales.
4. PROPIEDADES DE LOS MATERIALES
Hormigón Estructural : f’c = 240 kg/cm2
2012
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CÁLCULO DE FUERZAS LATERALES DINÁMICAS ESPECTRO DE RESPUESTA SÍSMICO TABLA DE VALORES
T Ca Elástico Inelástico
T Ca Elástico Inelástico
seg seg
0.00 2.50 1.0000 0.100 2.50 0.50 0.2000 0.020
0.10 2.50 1.0000 0.100 2.60 0.50 0.2000 0.020
0.20 2.50 1.0000 0.100 2.70 0.50 0.2000 0.020
0.30 2.50 1.0000 0.100 2.80 0.50 0.2000 0.020
0.40 2.50 1.0000 0.100 2.90 0.50 0.2000 0.020
0.50 2.50 1.0000 0.100 3.00 0.50 0.2000 0.020
0.50 2.50 1.0000 0.100 3.10 0.50 0.2000 0.020
0.60 2.08 0.8333 0.083 3.20 0.50 0.2000 0.020
0.70 1.79 0.7143 0.071 3.30 0.50 0.2000 0.020
0.80 1.56 0.6250 0.063 3.40 0.50 0.2000 0.020
0.90 1.39 0.5556 0.056 3.50 0.50 0.2000 0.020
1.00 1.25 0.5000 0.050 3.60 0.50 0.2000 0.020
1.10 1.14 0.4545 0.045 3.70 0.50 0.2000 0.020
1.20 1.04 0.4167 0.042 3.80 0.50 0.2000 0.020
1.30 0.96 0.3846 0.038 3.90 0.50 0.2000 0.020
1.40 0.89 0.3571 0.036 4.00 0.50 0.2000 0.020
1.50 0.83 0.3333 0.033 4.10 0.50 0.2000 0.020
1.60 0.78 0.3125 0.031 4.20 0.50 0.2000 0.020
1.70 0.74 0.2941 0.029 4.30 0.50 0.2000 0.020
1.80 0.69 0.2778 0.028 4.40 0.50 0.2000 0.020
1.90 0.66 0.2632 0.026 4.50 0.50 0.2000 0.020
2.00 0.63 0.2500 0.025 4.60 0.50 0.2000 0.020
2.10 0.60 0.2381 0.024 4.70 0.50 0.2000 0.020
2.20 0.57 0.2273 0.023 4.80 0.50 0.2000 0.020
2.30 0.54 0.2174 0.022 4.90 0.50 0.2000 0.020
2.40 0.52 0.2083 0.021
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5.4 Cargas de viento
Para esta estructura las acciones de viento no son representativas y por lo tanto no se las considera.
5.5 Cargas de suelo
En esta estructura ningún elemento estructural estará sometido a cargas de empuje lateral por acción de las presiones de suelo; por lo tanto no se las considera.
5.6 Cargas de agua
En esta estructura ningún elemento estructural estará sometido a cargas de empuje lateral por acción de las presiones de suelo; por lo tanto no se las considera.
6. COMBINACIONES DE CARGA
Combo Tipo Caso Factor Tipo
DSTLS1 ADD CM 1.4 EstáticaDSTLS1 CMA 1.4 EstáticaDSTLS2 ADD CM 1.2 EstáticaDSTLS2 CV 1.6 EstáticaDSTLS2 CMA 1.2 EstáticaDSTLS3 ADD CM 1.3 EstáticaDSTLS3 CV 1 Estática
0.0
0.1
0.2
0.3
0.4
0.5
0.6
0.7
0.8
0.9
1.0
1.1
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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DSTLS3 CMA 1.3 EstáticaDSTLS3 SXE 1 EstáticaDSTLS4 ADD CM 1.3 EstáticaDSTLS4 CV 1 EstáticaDSTLS4 CMA 1.3 EstáticaDSTLS4 SXE ‐1 EstáticaDSTLS5 ADD CM 1.3 EstáticaDSTLS5 CV 1 EstáticaDSTLS5 CMA 1.3 EstáticaDSTLS5 SYE 1 EstáticaDSTLS6 ADD CM 1.3 EstáticaDSTLS6 CV 1 EstáticaDSTLS6 CMA 1.3 EstáticaDSTLS6 SYE ‐1 EstáticaDSTLS7 ADD CM 1.3 EstáticaDSTLS7 CMA 1.3 EstáticaDSTLS7 SXE 1 EstáticaDSTLS8 ADD CM 1.3 EstáticaDSTLS8 CMA 1.3 EstáticaDSTLS8 SXE ‐1 EstáticaDSTLS9 ADD CM 1.3 EstáticaDSTLS9 CMA 1.3 EstáticaDSTLS9 SYE 1 EstáticaDSTLS10 ADD CM 1.3 EstáticaDSTLS10 CMA 1.3 EstáticaDSTLS10 SYE ‐1 EstáticaDSTLS11 ADD CM 0.8 EstáticaDSTLS11 CMA 0.8 EstáticaDSTLS11 SXE 1 EstáticaDSTLS12 ADD CM 0.8 EstáticaDSTLS12 CMA 0.8 EstáticaDSTLS12 SXE ‐1 EstáticaDSTLS13 ADD CM 0.8 EstáticaDSTLS13 CMA 0.8 EstáticaDSTLS13 SYE 1 EstáticaDSTLS14 ADD CM 0.8 EstáticaDSTLS14 CMA 0.8 EstáticaDSTLS14 SYE ‐1 EstáticaDSTLS15 ADD CM 1.3 EstáticaDSTLS15 CV 1 EstáticaDSTLS15 CMA 1.3 EstáticaDSTLS15 SXD 1 SpectrumDSTLS16 ADD CM 1.3 EstáticaDSTLS16 CV 1 EstáticaDSTLS16 CMA 1.3 EstáticaDSTLS16 SYD 1 SpectrumDSTLS17 ADD CM 0.8 EstáticaDSTLS17 CMA 0.8 EstáticaDSTLS17 SXD 1 SpectrumDSTLS18 ADD CM 0.8 EstáticaDSTLS18 CMA 0.8 EstáticaDSTLS18 SYD 1 Spectrum
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7. ANÁLISIS ESTRUCTURAL DE LA EDIFICACIÓN
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 2002, ACI318 y el AISC‐LRFD05. El empleo de programa de análisis y diseño estructural (ETABS v.9.7) de carácter computacional, 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.
7.1 RELACIÓN DE MASAS EN LA PARTICIPACIÓN MODAL
Modo Periodo RX RY RZ SumRX SumRY SumRZ
1 0.8188325 0.1031405 96.14304 0.2216162 0.103140 96.14304 0.22161622 0.8038029 95.89259 0.1437147 2.917461 95.99573 96.28675 3.1390773 0.6578578 1.273672 0.2414965 64.27042 97.2694 96.52824 67.4095 4 0.2255825 0.4308251 0.2352446 0.8431318 97.70023 96.76349 68.25263 5 0.2232917 0.1004301 1.017069 0.1227017 97.80066 97.78056 68.37534 6 0.1766255 0.0619838 0.0008066 9.626658 97.86264 97.78136 78.001997 0.1471485 0.1874125 4.770E‐06 0.3968168 98.05006 97.78137 78.39881 8 0.1235879 0.0029284 0.4157322 0.00082958 98.05298 98.19711 78.39964 9 0.1104425 0.5481859 0.0032098 0.2325364 98.60117 98.20031 78.63218 10 0.09911389 0.0152897 0.0014538 0.1087465 98.61646 98.20177 78.7409211 0.09644323 1.189E‐05 0.5069666 0.05313004 98.61647 98.70873 78.79405 12 0.08755275 0.0436193 0.0087374 2.982159 98.66009 98.71747 81.77621
Se comprueba que para el Modo 1 y 2: ∑(Rx + Ry) ≥ 90 y, ∑Rz<10
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7.2 CONTROL DE DERIVAS
Δmax= 0.02 R= 10.00
PISO Tipo Deriva CARGA PUNTO COORDENADAS
DERIVA X DERIVA Y ΔX ΔY X Y Z
CG MaxDft X CM 144 20.7375 5.3 16.5 0.00011528 0.00115
CG MaxDft Y CM 63 18.15 5.3 16.5 0.00012261 0.00123
CG MaxDft X CV 66 21.6 8.1 16.5 9.4555E‐05 0.00095
CG MaxDft Y CV 65 21.6 5.3 16.5 0.00017162 0.00172
CG MaxDft X CMA 66 21.6 8.1 16.5 5.0166E‐05 0.00050
CG MaxDft Y CMA 65 21.6 5.3 16.5 0.00016329 0.00163
CG MaxDft X SXE 65 21.6 5.3 16.5 0.00126797 0.01268
CG MaxDft Y SXE 63 18.15 5.3 16.5 2.3435E‐06 0.00002
CG MaxDft X SYE 66 21.6 8.1 16.5 1.7638E‐05 0.00018
CG MaxDft Y SYE 64 18.15 8.1 16.5 0.00126803 0.01268
CG MaxDft X SXD 65 21.6 5.3 16.5 0.00094849 0.00948
CG MaxDft Y SXD 66 21.6 8.1 16.5 3.5018E‐05 0.00035
CG MaxDft X SYD 66 21.6 8.1 16.5 4.5592E‐05 0.00046
CG MaxDft Y SYD 64 18.15 8.1 16.5 0.00098859 0.00989
T MaxDft X CM 989 3.15 0.4 13.8 0.00014345 0.00143
T MaxDft Y CM 48‐3 3.15 0 11.9333 0.00014433 0.00144
T MaxDft X CV 990 3.15 11 13.8 0.00014726 0.00147
T MaxDft Y CV 48‐3 3.15 0 11.9333 0.00015094 0.00151
T MaxDft X CMA 65‐1 21.6 5.3 12.5 0.00010705 0.00107
T MaxDft Y CMA 48‐3 3.15 0 11.9333 0.00017891 0.00179
T MaxDft X SXE 48‐3 3.15 0 11.9333 0.00195204 0.01952
T MaxDft Y SXE 991‐1 4.15 11.4 11.9333 7.583E‐05 0.00076
T MaxDft X SYE 252‐1 20.4 6.7 12.5 0.0001381 0.00138
T MaxDft Y SYE 48‐3 3.15 0 11.9333 0.0016863 0.01686
T MaxDft X SXD 48‐3 3.15 0 11.9333 0.00136926 0.01369
T MaxDft Y SXD 41‐3 3.15 11.4 11.9333 0.00013085 0.00131
T MaxDft X SYD 885‐1 4.15 0 11.9333 0.00011323 0.00113
T MaxDft Y SYD 66‐1 21.6 8.1 12.5 0.00113405 0.01134
PA3 MaxDft X CM 917 28.6 0 11 0.00014065 0.00141
PA3 MaxDft Y CM 48 3.15 0 11 0.00011839 0.00118
PA3 MaxDft X CV 48‐4 3.15 0 10.0667 0.00014723 0.00147
PA3 MaxDft Y CV 48 3.15 0 11 0.00013574 0.00136
PA3 MaxDft X CMA 48‐4 3.15 0 10.0667 0.00011464 0.00115
PA3 MaxDft Y CMA 48 3.15 0 11 0.00016307 0.00163
PA3 MaxDft X SXE 48‐3 3.15 0 9.13333 0.00220315 0.02203
PA3 MaxDft Y SXE 48‐4 3.15 0 10.0667 9.0495E‐05 0.00090
PA3 MaxDft X SYE 252‐1 20.4 6.7 9.7 7.5561E‐05 0.00076
PA3 MaxDft Y SYE 66‐1 21.6 8.1 9.7 0.00200753 0.02008
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PA3 MaxDft X SXD 48‐3 3.15 0 9.13333 0.00153022 0.01530
PA3 MaxDft Y SXD 48‐4 3.15 0 10.0667 0.00014995 0.00150
PA3 MaxDft X SYD 991‐1 4.15 11.4 9.13333 0.0001231 0.00123
PA3 MaxDft Y SYD 54 29.6 0 11 0.00145652 0.01457
PA2 MaxDft X CM 54 29.6 0 8.2 0.00013248 0.00132
PA2 MaxDft Y CM 48‐4 3.15 0 7.26667 0.00010763 0.00108
PA2 MaxDft X CV 253 18.15 6.7 8.2 0.00013483 0.00135
PA2 MaxDft Y CV 41 3.15 11.4 8.2 0.00012265 0.00123
PA2 MaxDft X CMA 52 21.6 0 8.2 0.00010544 0.00105
PA2 MaxDft Y CMA 41 3.15 11.4 8.2 0.00014703 0.00147
PA2 MaxDft X SXE 54 29.6 0 8.2 0.00220028 0.02200
PA2 MaxDft Y SXE 41‐4 3.15 11.4 7.26667 0.0001223 0.00122
PA2 MaxDft X SYE 252‐1 20.4 6.7 6.9 0.0001121 0.00112
PA2 MaxDft Y SYE 54 29.6 0 8.2 0.00221059 0.02211
PA2 MaxDft X SXD 54 29.6 0 8.2 0.00152815 0.01528
PA2 MaxDft Y SXD 41‐4 3.15 11.4 7.26667 0.00017197 0.00172
PA2 MaxDft X SYD 991‐2 4.15 11.4 7.26667 0.00014852 0.00149
PA2 MaxDft Y SYD 54 29.6 0 8.2 0.00168965 0.01690
PA1 MaxDft X CM 885 4.15 0 5.4 0.00010288 0.00103
PA1 MaxDft Y CM 48 3.15 0 5.4 5.6898E‐05 0.00057
PA1 MaxDft X CV 51 18.15 0 5.4 8.8553E‐05 0.00089
PA1 MaxDft Y CV 252‐1 20.4 6.7 4.1 8.2096E‐05 0.00082
PA1 MaxDft X CMA 885 4.15 0 5.4 7.2933E‐05 0.00073
PA1 MaxDft Y CMA 44 18.15 11.4 5.4 8.5959E‐05 0.00086
PA1 MaxDft X SXE 51 18.15 0 5.4 0.00144118 0.01441
PA1 MaxDft Y SXE 47 29.6 11.4 5.4 5.3004E‐05 0.00053
PA1 MaxDft X SYE 252‐1 20.4 6.7 4.1 0.00038257 0.00383
PA1 MaxDft Y SYE 54 29.6 0 5.4 0.00165882 0.01659
PA1 MaxDft X SXD 51 18.15 0 5.4 0.00100224 0.01002
PA1 MaxDft Y SXD 47 29.6 11.4 5.4 9.3254E‐05 0.00093
PA1 MaxDft X SYD 252‐1 20.4 6.7 4.1 0.00028302 0.00283
PA1 MaxDft Y SYD 54 29.6 0 5.4 0.00126916 0.01269
PB MaxDft X CM 253 18.15 6.7 2.6 7.644E‐06 0.00008
PB MaxDft Y CM 60 8.15 8.1 2.6 3.0084E‐06 0.00003
PB MaxDft X CV 253 18.15 6.7 2.6 7.9696E‐06 0.00008
PB MaxDft Y CV 64 18.15 8.1 2.6 4.2811E‐06 0.00004
PB MaxDft X CMA 253 18.15 6.7 2.6 9.9477E‐06 0.00010
PB MaxDft Y CMA 60 8.15 8.1 2.6 3.2013E‐06 0.00003
PB MaxDft X SXE 65 21.6 5.3 2.6 2.9031E‐05 0.00029
PB MaxDft Y SXE 72 29.6 8.1 2.6 3.0468E‐06 0.00003
PB MaxDft X SYE 64 18.15 8.1 2.6 1.8552E‐05 0.00019
PB MaxDft Y SYE 71 29.6 5.3 2.6 3.3052E‐05 0.00033
PB MaxDft X SXD 65 21.6 5.3 2.6 2.0057E‐05 0.00020
PB MaxDft Y SXD 72 29.6 8.1 2.6 2.9554E‐06 0.00003
PB MaxDft X SYD 253 18.15 6.7 2.6 1.56E‐05 0.00016
PB MaxDft Y SYD 71 29.6 5.3 2.6 2.5291E‐05 0.00025
[RVA CONSULTORES] Memoria de Cálculo Estructural – Edf. GALTIERI
2012002‐30‐ST‐XLS‐01 Pág.14
Se comprueban que las derivas de piso no superan los valores máximos permitidos por el CEC‐2002, tanto para el análisis estático como para el análisis dinámico. VER ANEXO 1 para un detalle completo del análisis estructural.
8. DISEÑO ESTRUCTURAL DE LA EDIFICACIÓN
8.1 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 estructurales para los diversos estados de carga y sus respectivas combinaciones, para luego con esto datos pasar a la fase de diseño estructural.
8.2 DISEÑO DE LA ESTRUCTURA ACERO
El análisis y diseño de la estructura de acero estructural, se rige a la especificación para el diseño de estructuras de acero estructural del AISC‐ASD01. El diseño está efectuado con los requisitos para el Método del ASD especificado por el código en uso. Parámetros de Diseño para Acero Estructural Frame Type = SMF Seismic Design Category = D Importance Factor = 1. System Rho = 1. System Sds = 0.5 System R = 8. System Omega0 = 3. System Cd = 5.5 Design Provision = LRFD Design Analysis Method = Direct Analysis Second Order Analysis Method = General 2nd Order Stiffness Reduction Method = Tau‐b Fixed Phi(Bending) = 0.9 Phi(Compression) = 0.9 Phi(Tension‐Yielding) = 0.9 Phi(Tension‐Fracture) = 0.75 Phi(Shear) = 0.9 Phi(Shear Rolled I) = 1. Phi(Shear‐Torsion) = 0.9 Ignore Seismic Code = No Ignore Special Seismic Load = No Is Doubler Plate Plug Welded = Yes HSS Welding Type = ERW
[RVA CONSULTORES] Memoria de Cálculo Estructural – Edf. GALTIERI
2012002‐30‐ST‐XLS‐01 Pág.15
Reduce HSS Thickness = No Consider Deflection = Yes Deflection Check Type = Both DL Limit, L / = 120 Super DL+LL Limit, L / = 120 Live Load Limit, L / = 360 Total Load Limit, L / = 240 Total‐‐Camber Limit, L/ = 240 DL Limit, abs = 0.0254 Super DL+LL Limit, abs = 0.0254 Live Load Limit, abs = 0.0254 Total Load Limit, abs = 0.0254 Total‐‐Camber Limit, abs = 0.0254 Pattern Live Load Factor = 0.75 Stress Ratio Limit = 0.95 Maximum Auto Iteration = 1
8.3 DISEÑO DE LA ESTRUCTURA DE HORMIGÓN
El análisis y diseño de los elementos de hormigón estructural, se rige a la especificación para el diseño de estructuras de hormigón del AISC318‐05. El diseño está efectuado con los requisitos para el diseño por última resistencia especificado por el código en uso.
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.
9. 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 15.0 T/m2 y una profundidad de desplante de 1.50 m de profundidad. Para un detalle de las características del suelo de fundación referirse al respectivo estudio de suelos.
[RVA CONSULTORES] Memoria de Cálculo Estructural – Edf. GALTIERI
2012002‐30‐ST‐XLS‐01 Pág.16
En base a este estudio y de acuerdo al análisis estructural se procedió a modelar y diseñar la cimentación de la estructura.
PRESIONES EN EL SUELO - ENVOLVENTE
Panel Patrón Presión en
el Suelo OutputCase Caso Tipo GlobalX GlobalY
kg/cm2 cm cm
1 MaxPress -0.104 UDCONN2 Combinación 1.110E-14 40.000
1 MinPress -0.278 UDCONN2 Combinación 65.000 16.500
2 MaxPress -1.113 UDCONN2 Combinación 52.500 350.000
2 MinPress -1.732 UDCONN2 Combinación 0.000 350.000
3 MaxPress -0.844 UDCONN2 Combinación 55.000 1037.500
3 MinPress -1.681 UDCONN2 Combinación 0.000 425.000
4 MaxPress -0.971 UDCONN2 Combinación 52.500 1730.000
4 MinPress -1.677 UDCONN2 Combinación 1.110E-14 1182.500
5 MaxPress -1.028 UDCONN2 Combinación 52.500 1805.000
5 MinPress -1.646 UDCONN2 Combinación 0.000 1805.000
6 MaxPress -0.903 UDCONN2 Combinación 0.000 2420.000
6 MinPress -1.458 UDCONN2 Combinación 330.000 2070.000
7 MaxPress -0.957 UDCONN2 Combinación 0.000 2470.000
7 MinPress -1.556 UDCONN2 Combinación 330.000 2710.000
8 MaxPress -0.552 UDCONN2 Combinación 330.000 2731.100
8 MinPress -1.101 UDCONN2 Combinación 330.000 2731.100
9 MaxPress -0.508 UDCONN2 Combinación 0.000 2870.000
9 MinPress -0.818 UDCONN2 Combinación 0.000 2870.000
10 MaxPress -0.080 UDCONN2 Combinación 330.000 3040.000
10 MinPress -0.659 UDCONN2 Combinación 0.000 2920.000
11 MaxPress 0.014 UDCONN2 Combinación 0.000 3210.000
11 MinPress -0.727 UDCONN2 Combinación 330.000 3090.000
12 MaxPress -0.389 UDCONN2 Combinación 510.000 129.800
12 MinPress -0.654 UDCONN2 Combinación 510.000 129.800
13 MaxPress -0.238 UDCONN2 Combinación 510.000 180.000
13 MinPress -1.576 UDCONN2 Combinación 475.000 350.000
14 MaxPress -1.074 UDCONN2 Combinación 475.000 425.000
14 MinPress -1.563 UDCONN2 Combinación 470.000 1110.000
15 MaxPress -1.292 UDCONN2 Combinación 500.000 1730.000
15 MinPress -1.699 UDCONN2 Combinación 470.000 1190.000
16 MaxPress -1.202 UDCONN2 Combinación 380.000 2020.000
16 MinPress -1.400 UDCONN2 Combinación 500.000 1785.000
17 MaxPress -1.126 UDCONN2 Combinación 380.000 2420.000
17 MinPress -1.410 UDCONN2 Combinación 380.000 2070.000
18 MaxPress -0.911 UDCONN2 Combinación 380.000 2710.000
18 MinPress -1.462 UDCONN2 Combinación 380.000 2710.000
19 MaxPress -0.457 UDCONN2 Combinación 380.000 2760.000
19 MinPress -1.012 UDCONN2 Combinación 380.000 2760.000
21 MaxPress -0.452 UDCONN2 Combinación 380.000 3040.000
21 MinPress -0.962 UDCONN2 Combinación 380.000 3040.000
22 MaxPress -0.592 UDCONN2 Combinación 380.000 3090.000
22 MinPress -1.099 UDCONN2 Combinación 380.000 3090.000
23 MaxPress -0.505 UDCONN2 Combinación 550.000 140.000
23 MinPress -0.769 UDCONN2 Combinación 550.000 140.000
24 MaxPress -0.354 UDCONN2 Combinación 550.000 180.000
24 MinPress -1.576 UDCONN2 Combinación 550.000 350.000
25 MaxPress -1.078 UDCONN2 Combinación 550.000 425.000
25 MinPress -1.563 UDCONN2 Combinación 550.000 1110.000
26 MaxPress -1.259 UDCONN2 Combinación 925.000 1195.000
26 MinPress -1.714 UDCONN2 Combinación 550.000 1190.000
27 MaxPress -0.958 UDCONN2 Combinación 880.000 2020.000
27 MinPress -1.432 UDCONN2 Combinación 550.000 1785.000
28 MaxPress -0.880 UDCONN2 Combinación 870.000 2420.000
28 MinPress -1.584 UDCONN2 Combinación 937.500 2420.000
2012
En la sobre Atent _____Ing. RLP: 17
[RVA C
2002‐30‐ST‐
Panel
29
29
30
30
31
31
37
37
38
38
39
39
41
41
42
42
50
50
51
51
57
57
58
58
60
60
61
61
69
69
70
70
71
71
79
79
80
80
81
81
tabla anterie el mismo, p
tamente,
__________Rafael Villa A7‐7100 & RM
CONSULTOR
‐XLS‐01
Patrón
MaxPress
MinPress
MaxPress
MinPress
MaxPress
MinPress
MaxPress
MinPress
MaxPress
MinPress
MaxPress
MinPress
MaxPress
MinPress
MaxPress
MinPress
MaxPress
MinPress
MaxPress
MinPress
MaxPress
MinPress
MaxPress
MinPress
MaxPress
MinPress
MaxPress
MinPress
MaxPress
MinPress
MaxPress
MinPress
MaxPress
MinPress
MaxPress
MinPress
MaxPress
MinPress
MaxPress
MinPress
or se puede para los difer
______ Astudillo M: 5180
RES] Mem
PRESIONES
Presión en el Suelo
kg/cm2
-0.816
-1.545
-0.197
-0.400
-0.364
-0.568
-1.332
-1.627
-1.277
-1.731
-1.350
-1.728
-0.230
-0.409
-0.400
-0.577
-1.545
-1.670
-1.473
-1.630
-1.013
-1.390
-0.831
-1.221
-1.728
-1.830
-1.690
-1.800
-1.417
-1.711
-1.495
-1.754
-1.526
-1.630
-1.221
-1.562
-1.042
-1.769
-1.711
-1.800
apreciar qurentes estad
moria de Cálc
S EN EL SUELO
OutputCas
UDCONN2
UDCONN2
UDCONN2
UDCONN2
UDCONN2
UDCONN2
UDCONN2
UDCONN2
UDCONN2
UDCONN2
UDCONN2
UDCONN2
UDCONN2
UDCONN2
UDCONN2
UDCONN2
UDCONN2
UDCONN2
UDCONN2
UDCONN2
UDCONN2
UDCONN2
UDCONN2
UDCONN2
UDCONN2
UDCONN2
UDCONN2
UDCONN2
UDCONN2
UDCONN2
UDCONN2
UDCONN2
UDCONN2
UDCONN2
UDCONN2
UDCONN2
UDCONN2
UDCONN2
UDCONN2
UDCONN2
e no existe tos de carga,
culo Estructu
O - ENVOLVEN
e Caso Tip
2 Combinaci
2 Combinaci
2 Combinaci
2 Combinaci
2 Combinaci
2 Combinaci
2 Combinaci
2 Combinaci
2 Combinaci
2 Combinaci
2 Combinaci
2 Combinaci
2 Combinaci
2 Combinaci
2 Combinaci
2 Combinaci
2 Combinaci
2 Combinaci
2 Combinaci
2 Combinaci
2 Combinaci
2 Combinaci
2 Combinaci
2 Combinaci
2 Combinaci
2 Combinaci
2 Combinaci
2 Combinaci
2 Combinaci
2 Combinaci
2 Combinaci
2 Combinaci
2 Combinaci
2 Combinaci
2 Combinaci
2 Combinaci
2 Combinaci
2 Combinaci
2 Combinaci
2 Combinaci
tracción en eson menore
ural – Edf. GA
TE
po GlobalX
cm
ón 870.00
ón 937.50
ón 905.00
ón 905.00
ón 905.00
ón 905.00
ón 935.00
ón 935.00
ón 935.00
ón 947.50
ón 947.50
ón 947.50
ón 970.00
ón 970.00
ón 970.00
ón 970.00
ón 990.00
ón 990.00
ón 990.00
ón 990.00
ón 970.00
ón 970.00
ón 970.00
ón 970.00
ón 1000.00
ón 1000.00
ón 1000.00
ón 1000.00
ón 995.00
ón 995.00
ón 995.00
ón 995.00
ón 1020.00
ón 1020.00
ón 1037.50
ón 1037.50
ón 1037.50
ón 1050.00
ón 1050.00
ón 1050.00
el suelo y ques a 1.5 Kg/cm
ALTIERI
X Globa
cm
0 2495.0
0 2495.0
0 2763.4
0 2763.4
0 2810.0
0 2810.0
0 1730.0
0 1730.0
0 1785.0
0 2020.0
0 2095.0
0 2095.0
0 2770.0
0 2770.0
0 2810.0
0 2810.0
0 2420.0
0 2420.0
0 2495.0
0 2495.0
0 350.00
0 350.00
0 425.00
0 425.00
00 2020.0
00 2020.0
00 2095.0
00 2095.0
0 1110.0
0 1110.0
0 1195.0
0 1195.0
00 1785.0
00 1785.0
00 350.00
00 350.00
00 425.00
00 1110.0
00 1195.0
00 1195.0
e todas las pm2.
Pág.17
alY
000
000
400
400
000
000
000
000
000
000
000
000
000
000
000
000
000
000
000
000
00
00
00
00
000
000
000
000
000
000
000
000
000
000
00
00
00
000
000
000
presiones
ANEXOS
1. ANÁLISIS ESTRUCTURAL 2. DISEÑO DE LA ESTRUCTURA
ANEXO
ANÁLISIS ESTRUCTURAL
ANEXO 1 ANÁLISIS ESTRUCTURAL
Program ETABS Version 9.6.0.0 File:Edf Torres 14.LOG
B E G I N A N A L Y S I S 2012/05/03 11:05:43
MAXIMUM MEMORY BLOCK SIZE (BYTES) = 64.000 MB
E L E M E N T F O R M A T I O N 11:05:43
NUMBER OF JOINT ELEMENTS FORMED = 746
NUMBER OF SPRING ELEMENTS FORMED = 62
NUMBER OF FRAME ELEMENTS FORMED = 2084
NUMBER OF SHELL ELEMENTS FORMED = 461
E Q U A T I O N S O L U T I O N 11:05:44
TOTAL NUMBER OF EQUILIBRIUM EQUATIONS = 4668
APPROXIMATE "EFFECTIVE" BAND WIDTH = 260
NUMBER OF EQUATION STORAGE BLOCKS = 1
MAXIMUM BLOCK SIZE (8-BYTE TERMS) = 1188422
SIZE OF STIFFNESS FILE(S) (BYTES) = 9.085 MB
NUMBER OF EQUATIONS TO SOLVE = 4668
NUMBER OF STATIC LOAD CASES = 9
NUMBER OF ACCELERATION LOADS = 6
NUMBER OF NONLINEAR DEFORMATION LOADS = 0
E I G E N A N A L Y S I S 11:05:45
NUMBER OF STIFFNESS DEGREES OF FREEDOM = 4668
NUMBER OF MASS DEGREES OF FREEDOM = 1250
NUMBER OF EIGEN MODES SOUGHT = 12
NUMBER OF RESIDUAL-MASS MODES SOUGHT = 0
NUMBER OF SUBSPACE VECTORS USED = 16
RELATIVE CONVERGENCE TOLERANCE = 1.00E-07
FREQUENCY SHIFT (CENTER) (CYC/TIME) = .000000
FREQUENCY CUTOFF (RADIUS) (CYC/TIME) = .000000
NUMBER OF EIGEN MODES FOUND = 12
NUMBER OF ITERATIONS PERFORMED = 9
R E S P O N S E - S P E C T R U M A N A L Y S I S 11:05:45
NUMBER OF SPEC ANALYSES PERFORMED = 2
J O I N T O U T P U T 11:05:45
G L O B A L F O R C E B A L A N C E R E L A T I V E E R R O R S
PERCENT FORCE AND MOMENT ERROR AT THE ORIGIN, IN GLOBAL COORDINATES
LOAD FX FY FZ MX MY MZ
CM 2.92E-12 8.93E-10 1.59E-11 5.18E-10 1.24E-11 7.83E-10
CV 8.64E-12 4.22E-09 1.14E-11 2.46E-09 1.40E-11 3.77E-09
CMA 5.55E-12 4.25E-09 1.20E-11 2.48E-09 1.20E-11 3.78E-09
SXE 6.99E-10 1.24E-09 4.88E-13 1.23E-09 8.13E-10 1.47E-09
SYE 1.81E-11 3.80E-07 4.59E-12 2.21E-07 1.63E-11 3.43E-07
EA 1.99E-12 3.41E-10 4.73E-13 3.15E-10 2.71E-12 4.85E-10
TRIBUTAR 4.72E-12 3.72E-09 1.27E-11 2.17E-09 1.18E-11 3.31E-09
SXD .000000 .000000 .000000 .000000 .000000 .000000
SYD .000000 .000000 .000000 .000000 .000000 .000000
MODE FX FY FZ MX MY MZ
1 2.76E-05 2.28E-05 4.49E-13 6.05E-06 7.38E-06 3.81E-05
2 1.21E-05 2.08E-05 4.61E-12 3.42E-06 2.72E-06 1.94E-05
3 7.79E-07 9.29E-07 4.30E-13 3.25E-07 2.07E-08 1.58E-06
4 5.21E-05 0.000130 3.08E-12 1.74E-05 1.12E-05 0.000107
5 5.80E-05 0.000482 2.47E-12 0.000103 3.23E-05 0.000605
6 0.000494 0.002873 6.31E-12 0.000354 0.000161 0.002227
7 0.003081 0.003134 7.82E-13 0.000331 0.000361 0.000651
8 0.000234 0.002125 5.02E-13 0.000549 5.29E-05 0.003976
9 0.000202 0.000962 8.52E-13 0.000159 2.95E-05 0.000908
10 0.007272 0.007751 3.51E-12 0.000977 0.000700 0.005917
11 0.000965 0.001705 1.72E-12 0.000345 0.000133 0.002349
12 0.000372 0.000684 1.43E-12 0.000159 4.67E-05 0.001203
SPEC FX FY FZ MX MY MZ
SXD 6.38E-05 0.000201 8.72E-13 4.46E-05 1.30E-05 0.000296
SYD 9.09E-05 0.000138 4.55E-12 1.74E-05 1.14E-05 8.27E-05
E L E M E N T J O I N T - F O R C E O U T P U T 11:05:46
NUMBER OF JOINT ELEMENTS SAVED = 746
NUMBER OF FRAME ELEMENTS SAVED = 2084
NUMBER OF SHELL ELEMENTS SAVED = 461
NUMBER OF SPRING ELEMENTS SAVED = 62
E L E M E N T O U T P U T 11:05:46
A N A L Y S I S C O M P L E T E 2012/05/03 11:05:46
Program ETABS Version 9.6.0.0 File:Edf Torres 14.LOG
B E G I N A N A L Y S I S 2012/05/03 11:05:48
MAXIMUM MEMORY BLOCK SIZE (BYTES) = 64.000 MB
E L E M E N T F O R M A T I O N 11:05:48
NUMBER OF JOINT ELEMENTS FORMED = 746
NUMBER OF SPRING ELEMENTS FORMED = 62
L O A D R E - S O L U T I O N 11:05:49
NUMBER OF STATIC LOAD CASES = 9
E L E M E N T J O I N T - F O R C E O U T P U T 11:05:49
NUMBER OF JOINT ELEMENTS SAVED = 746
NUMBER OF FRAME ELEMENTS SAVED = 2084
NUMBER OF SHELL ELEMENTS SAVED = 461
NUMBER OF SPRING ELEMENTS SAVED = 62
A N A L Y S I S C O M P L E T E 2012/05/03 11:05:59
ANEXO
DISEÑO DE LA ESTRUCTURA
ETABS® v9.7.2 Concrete Frame Design Design Summary Output ACI 318-05/IBC 2003 Units: Ton-m
RVA CONSULTORES Pg1
ANEXO 2 DISEÑO ESTRUCTURAL
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
T C2 C30X30.2 Top 0.308 2.010E-03 4.981E-04 3.210E-04 T C2 C30X30.2 Bottom 0.264 2.010E-03 4.981E-04 3.210E-04
PA3 C2 C30X30.2 Top 0.267 2.010E-03 3.473E-04 2.511E-04 PA3 C2 C30X30.2 Bottom 0.282 2.010E-03 3.473E-04 2.511E-04 PA2 C2 C30X30.2 Top 0.337 2.010E-03 2.511E-04 0.000 PA2 C2 C30X30.2 Bottom 0.376 2.010E-03 2.511E-04 0.000 PA1 C2 C30X30.2 Top 0.331 2.010E-03 2.511E-04 0.000 PA1 C2 C30X30.2 Bottom 0.451 2.010E-03 2.511E-04 0.000 PB C2 C30X30.2 Top 0.131 2.010E-03 2.511E-04 2.511E-04 PB C2 C30X30.2 Bottom 0.030 2.010E-03 2.511E-04 2.511E-04 T C3 C30X30.2 Top 0.265 2.010E-03 4.528E-04 2.511E-04 T C3 C30X30.2 Bottom 0.227 2.010E-03 4.528E-04 2.511E-04
PA3 C3 C30X30.2 Top 0.248 2.010E-03 3.185E-04 2.511E-04 PA3 C3 C30X30.2 Bottom 0.259 2.010E-03 3.185E-04 2.511E-04 PA2 C3 C30X30.2 Top 0.277 2.010E-03 3.256E-04 2.511E-04 PA2 C3 C30X30.2 Bottom 0.329 2.010E-03 3.256E-04 2.511E-04 PA1 C3 C30X30.2 Top 0.249 2.010E-03 0.000 0.000 PA1 C3 C30X30.2 Bottom 0.380 2.010E-03 0.000 0.000 PB C3 C30X30.2 Top 0.053 2.010E-03 2.511E-04 2.511E-04 PB C3 C30X30.2 Bottom 0.032 2.010E-03 2.511E-04 2.511E-04 T C4 C30X30.1 Top 0.244 1.206E-03 3.708E-04 2.511E-04 T C4 C30X30.1 Bottom 0.161 1.206E-03 3.708E-04 2.511E-04
PA3 C4 C30X30.1 Top 0.196 1.206E-03 2.716E-04 2.511E-04 PA3 C4 C30X30.1 Bottom 0.191 1.206E-03 2.716E-04 2.511E-04 PA2 C4 C30X30.1 Top 0.216 1.206E-03 2.782E-04 2.511E-04 PA2 C4 C30X30.1 Bottom 0.244 1.206E-03 2.782E-04 2.511E-04 PA1 C4 C30X30.1 Top 0.196 1.206E-03 2.716E-04 2.511E-04 PA1 C4 C30X30.1 Bottom 0.415 1.206E-03 2.716E-04 2.511E-04 PB C4 C30X30.1 Top 0.038 1.206E-03 2.511E-04 2.511E-04 PB C4 C30X30.1 Bottom 0.024 1.206E-03 2.511E-04 2.511E-04 T C5 C30X30.1 Top 0.260 1.206E-03 4.544E-04 2.511E-04 T C5 C30X30.1 Bottom 0.195 1.206E-03 4.544E-04 2.511E-04
PA3 C5 C30X30.1 Top 0.231 1.206E-03 3.196E-04 2.511E-04 PA3 C5 C30X30.1 Bottom 0.239 1.206E-03 3.196E-04 2.511E-04 PA2 C5 C30X30.1 Top 0.270 1.206E-03 3.369E-04 2.511E-04 PA2 C5 C30X30.1 Bottom 0.311 1.206E-03 3.369E-04 2.511E-04 PA1 C5 C30X30.1 Top 0.272 1.206E-03 2.511E-04 0.000 PA1 C5 C30X30.1 Bottom 0.449 1.206E-03 2.511E-04 0.000 PB C5 C30X30.1 Top 0.067 1.206E-03 2.511E-04 2.511E-04 PB C5 C30X30.1 Bottom 0.029 1.206E-03 2.511E-04 2.511E-04 T C6 C30X30.2 Top 0.313 2.010E-03 4.483E-04 2.511E-04 T C6 C30X30.2 Bottom 0.274 2.010E-03 4.483E-04 2.511E-04
PA3 C6 C30X30.2 Top 0.276 2.010E-03 3.463E-04 2.511E-04 PA3 C6 C30X30.2 Bottom 0.295 2.010E-03 3.463E-04 2.511E-04 PA2 C6 C30X30.2 Top 0.312 2.010E-03 3.604E-04 2.511E-04 PA2 C6 C30X30.2 Bottom 0.361 2.010E-03 3.604E-04 2.511E-04 PA1 C6 C30X30.2 Top 0.284 2.010E-03 3.499E-04 2.511E-04 PA1 C6 C30X30.2 Bottom 0.406 2.010E-03 3.499E-04 2.511E-04
ETABS® v9.7.2 Concrete Frame Design Design Summary Output ACI 318-05/IBC 2003 Units: Ton-m
RVA CONSULTORES Pg2
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
PB C6 C30X30.2 Top 0.046 2.010E-03 2.511E-04 2.511E-04 PB C6 C30X30.2 Bottom 0.025 2.010E-03 2.511E-04 2.511E-04 T C7 C30X55.1 Top 0.115 2.032E-03 2.511E-04 4.603E-04 T C7 C30X55.1 Bottom 0.051 2.032E-03 2.511E-04 4.603E-04
PA3 C7 C30X55.1 Top 0.130 2.032E-03 2.511E-04 4.603E-04 PA3 C7 C30X55.1 Bottom 0.082 2.032E-03 2.511E-04 4.603E-04 PA2 C7 C30X55.1 Top 0.121 2.032E-03 2.511E-04 4.603E-04 PA2 C7 C30X55.1 Bottom 0.142 2.032E-03 2.511E-04 4.603E-04 PA1 C7 C30X55.1 Top 0.090 2.032E-03 3.365E-04 4.603E-04 PA1 C7 C30X55.1 Bottom 0.429 2.032E-03 3.157E-04 4.603E-04 PB C7 C30X55.1 Top 0.190 2.032E-03 5.323E-04 4.603E-04 PB C7 C30X55.1 Bottom 0.026 2.032E-03 2.511E-04 4.603E-04 T C9 C30X30.2 Top 0.456 2.010E-03 7.524E-04 4.031E-04 T C9 C30X30.2 Bottom 0.364 2.010E-03 7.524E-04 4.031E-04
PA3 C9 C30X30.2 Top 0.301 2.010E-03 2.511E-04 0.000 PA3 C9 C30X30.2 Bottom 0.342 2.010E-03 2.511E-04 0.000 PA2 C9 C30X30.2 Top 0.381 2.010E-03 2.511E-04 0.000 PA2 C9 C30X30.2 Bottom 0.440 2.010E-03 2.511E-04 0.000 PA1 C9 C30X30.2 Top 0.411 2.010E-03 2.511E-04 0.000 PA1 C9 C30X30.2 Bottom 0.514 2.010E-03 2.511E-04 0.000 PB C9 C30X30.2 Top 0.115 2.010E-03 2.511E-04 2.511E-04 PB C9 C30X30.2 Bottom 0.028 2.010E-03 2.511E-04 2.511E-04 T C10 C30X30.2 Top 0.452 2.010E-03 6.847E-04 3.066E-04 T C10 C30X30.2 Bottom 0.380 2.010E-03 6.847E-04 3.066E-04
PA3 C10 C30X30.2 Top 0.346 2.010E-03 4.043E-04 2.511E-04 PA3 C10 C30X30.2 Bottom 0.384 2.010E-03 4.043E-04 2.511E-04 PA2 C10 C30X30.2 Top 0.397 2.010E-03 2.511E-04 0.000 PA2 C10 C30X30.2 Bottom 0.483 2.010E-03 2.511E-04 0.000 PA1 C10 C30X30.2 Top 0.352 2.010E-03 2.511E-04 0.000 PA1 C10 C30X30.2 Bottom 0.463 2.010E-03 2.511E-04 0.000 PB C10 C30X30.2 Top 0.067 2.010E-03 2.511E-04 2.511E-04 PB C10 C30X30.2 Bottom 0.054 2.010E-03 2.511E-04 2.511E-04 T C11 C30X30.1 Top 0.313 1.206E-03 4.701E-04 2.673E-04 T C11 C30X30.1 Bottom 0.258 1.206E-03 4.701E-04 2.673E-04
PA3 C11 C30X30.1 Top 0.257 1.206E-03 2.929E-04 2.511E-04 PA3 C11 C30X30.1 Bottom 0.274 1.206E-03 2.929E-04 2.511E-04 PA2 C11 C30X30.1 Top 0.289 1.206E-03 3.007E-04 2.511E-04 PA2 C11 C30X30.1 Bottom 0.344 1.206E-03 3.007E-04 2.511E-04 PA1 C11 C30X30.1 Top 0.249 1.206E-03 0.000 0.000 PA1 C11 C30X30.1 Bottom 0.442 1.206E-03 0.000 0.000 PB C11 C30X30.1 Top 0.048 1.206E-03 2.511E-04 2.511E-04 PB C11 C30X30.1 Bottom 0.035 1.206E-03 2.511E-04 2.511E-04 T C12 C30X30.2 Top 0.309 2.010E-03 5.987E-04 2.673E-04 T C12 C30X30.2 Bottom 0.278 2.010E-03 5.987E-04 2.673E-04
PA3 C12 C30X30.2 Top 0.295 2.010E-03 4.132E-04 2.511E-04 PA3 C12 C30X30.2 Bottom 0.313 2.010E-03 4.132E-04 2.511E-04 PA2 C12 C30X30.2 Top 0.335 2.010E-03 2.511E-04 0.000 PA2 C12 C30X30.2 Bottom 0.393 2.010E-03 2.511E-04 0.000 PA1 C12 C30X30.2 Top 0.353 2.010E-03 2.511E-04 0.000 PA1 C12 C30X30.2 Bottom 0.474 2.010E-03 2.511E-04 0.000 PB C12 C30X30.2 Top 0.081 2.010E-03 2.511E-04 2.511E-04 PB C12 C30X30.2 Bottom 0.038 2.010E-03 2.511E-04 2.511E-04
ETABS® v9.7.2 Concrete Frame Design Design Summary Output ACI 318-05/IBC 2003 Units: Ton-m
RVA CONSULTORES Pg3
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
T C13 C30X30.2 Top 0.458 2.010E-03 6.115E-04 2.673E-04 T C13 C30X30.2 Bottom 0.406 2.010E-03 6.115E-04 2.673E-04
PA3 C13 C30X30.2 Top 0.385 2.010E-03 4.162E-04 2.511E-04 PA3 C13 C30X30.2 Bottom 0.424 2.010E-03 4.162E-04 2.511E-04 PA2 C13 C30X30.2 Top 0.431 2.010E-03 2.511E-04 0.000 PA2 C13 C30X30.2 Bottom 0.510 2.010E-03 2.511E-04 0.000 PA1 C13 C30X30.2 Top 0.398 2.010E-03 2.511E-04 0.000 PA1 C13 C30X30.2 Bottom 0.492 2.010E-03 2.511E-04 0.000 PB C13 C30X30.2 Top 0.054 2.010E-03 2.511E-04 2.511E-04 PB C13 C30X30.2 Bottom 0.034 2.010E-03 2.511E-04 2.511E-04 T C14 C30X55.1 Top 0.152 2.032E-03 2.511E-04 4.603E-04 T C14 C30X55.1 Bottom 0.101 2.032E-03 2.511E-04 4.603E-04
PA3 C14 C30X55.1 Top 0.151 2.032E-03 2.511E-04 4.603E-04 PA3 C14 C30X55.1 Bottom 0.123 2.032E-03 2.511E-04 4.603E-04 PA2 C14 C30X55.1 Top 0.137 2.032E-03 2.511E-04 4.603E-04 PA2 C14 C30X55.1 Bottom 0.184 2.032E-03 2.511E-04 4.603E-04 PA1 C14 C30X55.1 Top 0.122 2.032E-03 3.176E-04 4.603E-04 PA1 C14 C30X55.1 Bottom 0.428 2.032E-03 3.176E-04 4.603E-04 PB C14 C30X55.1 Top 0.173 2.032E-03 5.504E-04 4.603E-04 PB C14 C30X55.1 Bottom 0.031 2.032E-03 2.511E-04 4.603E-04 PB C15 C30X30.1 Top 0.103 1.206E-03 2.511E-04 2.511E-04 PB C15 C30X30.1 Bottom 0.189 1.206E-03 2.511E-04 2.511E-04 PB C16 C30X30.1 Top 0.079 1.206E-03 4.750E-04 3.438E-04 PB C16 C30X30.1 Bottom 0.068 1.206E-03 4.750E-04 3.438E-04 PB C17 C30X30.1 Top 0.043 1.206E-03 4.750E-04 2.944E-04 PB C17 C30X30.1 Bottom 0.043 1.206E-03 4.750E-04 2.944E-04 PB C18 C30X30.1 Top 0.124 1.206E-03 2.511E-04 2.511E-04 PB C18 C30X30.1 Bottom 0.181 1.206E-03 2.511E-04 2.511E-04 T C19 C30X55.1 Top 0.169 2.032E-03 2.511E-04 8.450E-04 T C19 C30X55.1 Bottom 0.092 2.032E-03 2.511E-04 8.450E-04
PA3 C19 C30X55.1 Top 0.193 2.032E-03 2.511E-04 5.498E-04 PA3 C19 C30X55.1 Bottom 0.182 2.032E-03 2.511E-04 5.498E-04 PA2 C19 C30X55.1 Top 0.249 2.032E-03 0.000 0.000 PA2 C19 C30X55.1 Bottom 0.283 2.032E-03 0.000 0.000 PA1 C19 C30X55.1 Top 0.339 2.032E-03 0.000 0.000 PA1 C19 C30X55.1 Bottom 0.455 2.032E-03 0.000 0.000 PB C19 C30X55.1 Top 0.484 2.032E-03 2.511E-04 0.000 PB C19 C30X55.1 Bottom 0.515 2.032E-03 2.511E-04 0.000 T C20 C30X55.1 Top 0.182 2.032E-03 2.726E-04 6.853E-04 T C20 C30X55.1 Bottom 0.119 2.032E-03 2.726E-04 6.853E-04
PA3 C20 C30X55.1 Top 0.197 2.032E-03 2.511E-04 4.603E-04 PA3 C20 C30X55.1 Bottom 0.157 2.032E-03 2.511E-04 4.603E-04 PA2 C20 C30X55.1 Top 0.239 2.032E-03 2.511E-04 4.603E-04 PA2 C20 C30X55.1 Bottom 0.270 2.032E-03 0.000 0.000 PA1 C20 C30X55.1 Top 0.261 2.032E-03 0.000 0.000 PA1 C20 C30X55.1 Bottom 0.389 2.032E-03 0.000 0.000 PB C20 C30X55.1 Top 0.437 2.032E-03 2.511E-04 0.000 PB C20 C30X55.1 Bottom 0.561 2.032E-03 2.511E-04 0.000 T C21 C30X50.1 Top 0.287 1.524E-03 5.548E-04 4.185E-04 T C21 C30X50.1 Bottom 0.205 1.524E-03 5.548E-04 4.185E-04
PA3 C21 C30X50.1 Top 0.242 1.524E-03 3.262E-04 4.185E-04 PA3 C21 C30X50.1 Bottom 0.239 1.524E-03 3.262E-04 4.185E-04
ETABS® v9.7.2 Concrete Frame Design Design Summary Output ACI 318-05/IBC 2003 Units: Ton-m
RVA CONSULTORES Pg4
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 PA2 C21 C30X50.1 Top 0.302 1.524E-03 2.511E-04 0.000 PA2 C21 C30X50.1 Bottom 0.355 1.524E-03 2.511E-04 0.000 PA1 C21 C30X50.1 Top 0.369 1.524E-03 0.000 0.000 PA1 C21 C30X50.1 Bottom 0.509 1.524E-03 0.000 0.000 PB C21 C30X50.1 Top 0.468 1.524E-03 0.000 0.000 PB C21 C30X50.1 Bottom 0.479 1.524E-03 0.000 0.000 T C22 C30X50.1 Top 0.208 1.524E-03 4.665E-04 4.185E-04 T C22 C30X50.1 Bottom 0.154 1.524E-03 4.665E-04 4.185E-04
PA3 C22 C30X50.1 Top 0.223 1.524E-03 2.862E-04 4.185E-04 PA3 C22 C30X50.1 Bottom 0.211 1.524E-03 2.862E-04 4.185E-04 PA2 C22 C30X50.1 Top 0.268 1.524E-03 0.000 0.000 PA2 C22 C30X50.1 Bottom 0.315 1.524E-03 0.000 0.000 PA1 C22 C30X50.1 Top 0.303 1.524E-03 0.000 0.000 PA1 C22 C30X50.1 Bottom 0.474 1.524E-03 0.000 0.000 PB C22 C30X50.1 Top 0.387 1.524E-03 0.000 0.000 PB C22 C30X50.1 Bottom 0.384 1.524E-03 0.000 0.000 CG C23 C30X30.2 Top 0.077 2.010E-03 2.511E-04 2.511E-04 CG C23 C30X30.2 Bottom 0.085 2.010E-03 2.511E-04 2.511E-04 T C23 C30X30.2 Top 0.259 2.010E-03 3.268E-04 2.511E-04 T C23 C30X30.2 Bottom 0.234 2.010E-03 3.268E-04 2.511E-04
PA3 C23 C30X30.2 Top 0.326 2.010E-03 2.511E-04 0.000 PA3 C23 C30X30.2 Bottom 0.341 2.010E-03 2.511E-04 0.000 PA2 C23 C30X30.2 Top 0.405 2.010E-03 2.511E-04 0.000 PA2 C23 C30X30.2 Bottom 0.446 2.010E-03 2.511E-04 0.000 PA1 C23 C30X30.2 Top 0.504 2.010E-03 2.511E-04 0.000 PA1 C23 C30X30.2 Bottom 0.529 2.010E-03 2.511E-04 0.000 PB C23 C30X30.2 Top 0.657 2.010E-03 2.511E-04 0.000 PB C23 C30X30.2 Bottom 0.627 2.010E-03 2.511E-04 0.000 CG C24 C30X30.2 Top 0.077 2.010E-03 2.511E-04 2.511E-04 CG C24 C30X30.2 Bottom 0.088 2.010E-03 2.511E-04 2.511E-04 T C24 C30X30.2 Top 0.270 2.010E-03 3.043E-04 2.511E-04 T C24 C30X30.2 Bottom 0.258 2.010E-03 3.043E-04 2.511E-04
PA3 C24 C30X30.2 Top 0.341 2.010E-03 2.511E-04 0.000 PA3 C24 C30X30.2 Bottom 0.357 2.010E-03 2.511E-04 0.000 PA2 C24 C30X30.2 Top 0.405 2.010E-03 2.511E-04 0.000 PA2 C24 C30X30.2 Bottom 0.452 2.010E-03 2.511E-04 0.000 PA1 C24 C30X30.2 Top 0.517 2.010E-03 2.511E-04 0.000 PA1 C24 C30X30.2 Bottom 0.586 2.010E-03 2.511E-04 0.000 PB C24 C30X30.2 Top 0.569 2.010E-03 2.511E-04 0.000 PB C24 C30X30.2 Bottom 0.580 2.010E-03 2.511E-04 0.000 CG C25 C30X50.1 Top 0.073 1.524E-03 2.511E-04 4.185E-04 CG C25 C30X50.1 Bottom 0.105 1.524E-03 2.511E-04 4.185E-04 T C25 C30X50.1 Top 0.230 1.524E-03 2.511E-04 4.185E-04 T C25 C30X50.1 Bottom 0.177 1.524E-03 2.511E-04 4.185E-04
PA3 C25 C30X50.1 Top 0.287 1.524E-03 3.014E-04 4.185E-04 PA3 C25 C30X50.1 Bottom 0.254 1.524E-03 3.014E-04 4.185E-04 PA2 C25 C30X50.1 Top 0.310 1.524E-03 2.511E-04 0.000 PA2 C25 C30X50.1 Bottom 0.388 1.524E-03 0.000 0.000 PA1 C25 C30X50.1 Top 0.380 1.524E-03 2.511E-04 0.000 PA1 C25 C30X50.1 Bottom 0.463 1.524E-03 0.000 0.000 PB C25 C30X50.1 Top 0.550 1.524E-03 2.511E-04 0.000 PB C25 C30X50.1 Bottom 0.471 1.524E-03 0.000 0.000
ETABS® v9.7.2 Concrete Frame Design Design Summary Output ACI 318-05/IBC 2003 Units: Ton-m
RVA CONSULTORES Pg5
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 CG C26 C30X50.1 Top 0.077 1.524E-03 2.511E-04 4.185E-04 CG C26 C30X50.1 Bottom 0.128 1.524E-03 2.511E-04 4.185E-04 T C26 C30X50.1 Top 0.171 1.524E-03 2.511E-04 4.185E-04 T C26 C30X50.1 Bottom 0.171 1.524E-03 2.511E-04 4.185E-04
PA3 C26 C30X50.1 Top 0.265 1.524E-03 2.571E-04 4.392E-04 PA3 C26 C30X50.1 Bottom 0.236 1.524E-03 2.571E-04 4.185E-04 PA2 C26 C30X50.1 Top 0.297 1.524E-03 0.000 0.000 PA2 C26 C30X50.1 Bottom 0.355 1.524E-03 2.511E-04 0.000 PA1 C26 C30X50.1 Top 0.304 1.524E-03 0.000 0.000 PA1 C26 C30X50.1 Bottom 0.465 1.524E-03 2.511E-04 0.000 PB C26 C30X50.1 Top 0.468 1.524E-03 2.511E-04 0.000 PB C26 C30X50.1 Bottom 0.398 1.524E-03 0.000 0.000 T C27 C30X30.2 Top 0.463 2.010E-03 7.736E-04 4.040E-04 T C27 C30X30.2 Bottom 0.423 2.010E-03 7.736E-04 4.040E-04
PA3 C27 C30X30.2 Top 0.434 2.010E-03 2.511E-04 0.000 PA3 C27 C30X30.2 Bottom 0.470 2.010E-03 2.511E-04 0.000 PA2 C27 C30X30.2 Top 0.495 2.010E-03 2.511E-04 0.000 PA2 C27 C30X30.2 Bottom 0.559 2.010E-03 2.511E-04 0.000 PA1 C27 C30X30.2 Top 0.513 2.010E-03 2.511E-04 0.000 PA1 C27 C30X30.2 Bottom 0.626 2.010E-03 2.511E-04 0.000 PB C27 C30X30.2 Top 0.550 2.010E-03 2.511E-04 0.000 PB C27 C30X30.2 Bottom 0.521 2.010E-03 2.511E-04 0.000 T C28 C30X30.2 Top 0.350 2.010E-03 6.851E-04 3.781E-04 T C28 C30X30.2 Bottom 0.317 2.010E-03 6.851E-04 3.781E-04
PA3 C28 C30X30.2 Top 0.370 2.010E-03 4.482E-04 2.511E-04 PA3 C28 C30X30.2 Bottom 0.395 2.010E-03 2.511E-04 0.000 PA2 C28 C30X30.2 Top 0.426 2.010E-03 2.511E-04 0.000 PA2 C28 C30X30.2 Bottom 0.486 2.010E-03 2.511E-04 0.000 PA1 C28 C30X30.2 Top 0.424 2.010E-03 2.511E-04 0.000 PA1 C28 C30X30.2 Bottom 0.521 2.010E-03 2.511E-04 0.000 PB C28 C30X30.2 Top 0.459 2.010E-03 2.511E-04 0.000 PB C28 C30X30.2 Bottom 0.443 2.010E-03 2.511E-04 0.000 T C29 C30X55.1 Top 0.430 2.032E-03 2.511E-04 6.102E-04 T C29 C30X55.1 Bottom 0.364 2.032E-03 2.511E-04 6.102E-04
PA3 C29 C30X55.1 Top 0.276 2.032E-03 2.511E-04 4.603E-04 PA3 C29 C30X55.1 Bottom 0.285 2.032E-03 2.511E-04 4.603E-04 PA2 C29 C30X55.1 Top 0.313 2.032E-03 2.511E-04 4.603E-04 PA2 C29 C30X55.1 Bottom 0.382 2.032E-03 2.511E-04 4.603E-04 PA1 C29 C30X55.1 Top 0.324 2.032E-03 2.511E-04 4.603E-04 PA1 C29 C30X55.1 Bottom 0.462 2.032E-03 2.511E-04 4.603E-04 PB C29 C30X55.1 Top 0.393 2.032E-03 2.511E-04 4.603E-04 PB C29 C30X55.1 Bottom 0.338 2.032E-03 2.511E-04 4.603E-04 T C30 C30X55.1 Top 0.351 2.032E-03 2.511E-04 4.997E-04 T C30 C30X55.1 Bottom 0.276 2.032E-03 2.511E-04 4.997E-04
PA3 C30 C30X55.1 Top 0.241 2.032E-03 2.511E-04 4.603E-04 PA3 C30 C30X55.1 Bottom 0.226 2.032E-03 2.511E-04 4.603E-04 PA2 C30 C30X55.1 Top 0.275 2.032E-03 2.657E-04 4.603E-04 PA2 C30 C30X55.1 Bottom 0.331 2.032E-03 2.657E-04 4.603E-04 PA1 C30 C30X55.1 Top 0.251 2.032E-03 2.511E-04 4.603E-04 PA1 C30 C30X55.1 Bottom 0.411 2.032E-03 2.511E-04 4.603E-04 PB C30 C30X55.1 Top 0.357 2.032E-03 2.511E-04 0.000 PB C30 C30X55.1 Bottom 0.371 2.032E-03 2.511E-04 0.000
ETABS® v9.7.2 Concrete Frame Design Design Summary Output ACI 318-05/IBC 2003 Units: Ton-m
RVA CONSULTORES Pg6
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
T C32 C30X55.1 Top 0.278 2.032E-03 2.511E-04 4.603E-04 T C32 C30X55.1 Bottom 0.192 2.032E-03 2.511E-04 4.603E-04
PA3 C32 C30X55.1 Top 0.210 2.032E-03 2.511E-04 4.603E-04 PA3 C32 C30X55.1 Bottom 0.199 2.032E-03 2.511E-04 4.603E-04 PA2 C32 C30X55.1 Top 0.219 2.032E-03 2.511E-04 4.603E-04 PA2 C32 C30X55.1 Bottom 0.273 2.032E-03 2.511E-04 4.603E-04 PA1 C32 C30X55.1 Top 0.189 2.032E-03 3.096E-04 4.603E-04 PA1 C32 C30X55.1 Bottom 0.428 2.032E-03 3.029E-04 4.603E-04 PB C32 C30X55.1 Top 0.360 2.032E-03 3.047E-04 4.603E-04 PB C32 C30X55.1 Bottom 0.285 2.032E-03 3.047E-04 4.603E-04 T C33 C30X55.1 Top 0.215 2.032E-03 2.511E-04 4.603E-04 T C33 C30X55.1 Bottom 0.136 2.032E-03 2.511E-04 4.603E-04
PA3 C33 C30X55.1 Top 0.194 2.032E-03 2.511E-04 4.603E-04 PA3 C33 C30X55.1 Bottom 0.163 2.032E-03 2.511E-04 4.603E-04 PA2 C33 C30X55.1 Top 0.197 2.032E-03 2.557E-04 4.603E-04 PA2 C33 C30X55.1 Bottom 0.231 2.032E-03 2.557E-04 4.603E-04 PA1 C33 C30X55.1 Top 0.147 2.032E-03 3.435E-04 4.603E-04 PA1 C33 C30X55.1 Bottom 0.433 2.032E-03 3.435E-04 4.603E-04 PB C33 C30X55.1 Top 0.305 2.032E-03 4.202E-04 4.603E-04 PB C33 C30X55.1 Bottom 0.305 2.032E-03 4.202E-04 4.603E-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
T C2 C30X30.2 0.557 0.380 0.469 0.305 PA3 C2 C30X30.2 0.382 0.263 0.606 0.401 PA2 C2 C30X30.2 0.384 0.285 0.633 0.450 PA1 C2 C30X30.2 0.369 0.273 0.627 0.445 PB C2 C30X30.2 0.145 0.264 0.227 0.412 T C3 C30X30.2 0.510 0.264 0.426 0.208
PA3 C3 C30X30.2 0.354 0.159 0.557 0.233 PA2 C3 C30X30.2 0.353 0.184 0.571 0.277 PA1 C3 C30X30.2 0.336 0.178 0.556 0.274 PB C3 C30X30.2 0.148 0.153 0.227 0.228 T C4 C30X30.1 0.674 0.404 0.345 0.208
PA3 C4 C30X30.1 0.488 0.240 0.467 0.228 PA2 C4 C30X30.1 0.489 0.242 0.479 0.236 PA1 C4 C30X30.1 0.469 0.230 0.467 0.228 PB C4 C30X30.1 0.240 0.120 0.227 0.114 T C5 C30X30.1 0.809 0.325 0.425 0.170
PA3 C5 C30X30.1 0.554 0.220 0.555 0.217 PA2 C5 C30X30.1 0.556 0.220 0.586 0.228 PA1 C5 C30X30.1 0.517 0.213 0.570 0.228 PB C5 C30X30.1 0.225 0.114 0.227 0.114 T C6 C30X30.2 0.506 0.212 0.419 0.166
PA3 C6 C30X30.2 0.387 0.157 0.605 0.228 PA2 C6 C30X30.2 0.393 0.158 0.631 0.235 PA1 C6 C30X30.2 0.373 0.156 0.611 0.237 PB C6 C30X30.2 0.149 0.111 0.227 0.161
ETABS® v9.7.2 Concrete Frame Design Design Summary Output ACI 318-05/IBC 2003 Units: Ton-m
RVA CONSULTORES Pg7
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
T C7 C30X55.1 0.146 0.210 0.172 0.123 PA3 C7 C30X55.1 0.099 0.145 0.215 0.156 PA2 C7 C30X55.1 0.109 0.147 0.239 0.160 PA1 C7 C30X55.1 0.100 0.154 0.220 0.168 PB C7 C30X55.1 0.037 0.073 0.077 0.077 T C9 C30X30.2 0.826 0.468 0.727 0.389
PA3 C9 C30X30.2 0.446 0.284 0.745 0.448 PA2 C9 C30X30.2 0.439 0.284 0.776 0.473 PA1 C9 C30X30.2 0.413 0.264 0.767 0.456 PB C9 C30X30.2 0.139 0.230 0.227 0.365 T C10 C30X30.2 0.760 0.358 0.661 0.291
PA3 C10 C30X30.2 0.439 0.244 0.730 0.376 PA2 C10 C30X30.2 0.434 0.249 0.757 0.402 PA1 C10 C30X30.2 0.405 0.232 0.737 0.388 PB C10 C30X30.2 0.141 0.192 0.227 0.300 T C11 C30X30.1 0.836 0.476 0.441 0.252
PA3 C11 C30X30.1 0.506 0.273 0.505 0.273 PA2 C11 C30X30.1 0.493 0.279 0.519 0.294 PA1 C11 C30X30.1 0.459 0.266 0.505 0.290 PB C11 C30X30.1 0.225 0.224 0.227 0.228 T C12 C30X30.2 0.665 0.313 0.570 0.252
PA3 C12 C30X30.2 0.449 0.198 0.737 0.301 PA2 C12 C30X30.2 0.437 0.204 0.755 0.325 PA1 C12 C30X30.2 0.411 0.194 0.745 0.322 PB C12 C30X30.2 0.141 0.148 0.227 0.228 T C13 C30X30.2 0.684 0.315 0.584 0.252
PA3 C13 C30X30.2 0.458 0.214 0.749 0.323 PA2 C13 C30X30.2 0.468 0.222 0.797 0.349 PA1 C13 C30X30.2 0.433 0.213 0.765 0.346 PB C13 C30X30.2 0.144 0.163 0.227 0.249 T C14 C30X55.1 0.168 0.248 0.200 0.147
PA3 C14 C30X55.1 0.117 0.142 0.263 0.156 PA2 C14 C30X55.1 0.124 0.151 0.285 0.169 PA1 C14 C30X55.1 0.111 0.149 0.258 0.169 PB C14 C30X55.1 0.036 0.099 0.077 0.109 PB C15 C30X30.1 0.253 0.319 0.157 0.200 PB C16 C30X30.1 0.812 0.581 0.429 0.295 PB C17 C30X30.1 0.814 0.498 0.429 0.252 PB C18 C30X30.1 0.254 0.254 0.157 0.157 T C19 C30X55.1 0.213 0.864 0.213 0.565
PA3 C19 C30X55.1 0.130 0.540 0.249 0.693 PA2 C19 C30X55.1 0.129 0.520 0.266 0.723 PA1 C19 C30X55.1 0.117 0.476 0.260 0.701 PB C19 C30X55.1 0.072 0.418 0.168 0.642 T C20 C30X55.1 0.279 0.714 0.275 0.447
PA3 C20 C30X55.1 0.155 0.438 0.290 0.533 PA2 C20 C30X55.1 0.175 0.427 0.354 0.559 PA1 C20 C30X55.1 0.161 0.389 0.345 0.538 PB C20 C30X55.1 0.111 0.363 0.248 0.520 T C21 C30X50.1 0.738 0.501 0.593 0.268
PA3 C21 C30X50.1 0.412 0.306 0.663 0.318 PA2 C21 C30X50.1 0.380 0.322 0.679 0.373
ETABS® v9.7.2 Concrete Frame Design Design Summary Output ACI 318-05/IBC 2003 Units: Ton-m
RVA CONSULTORES Pg8
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 PA1 C21 C30X50.1 0.340 0.296 0.661 0.376 PB C21 C30X50.1 0.321 0.188 0.656 0.256 T C22 C30X50.1 0.625 0.525 0.484 0.277
PA3 C22 C30X50.1 0.366 0.316 0.562 0.322 PA2 C22 C30X50.1 0.342 0.327 0.577 0.369 PA1 C22 C30X50.1 0.307 0.293 0.561 0.359 PB C22 C30X50.1 0.284 0.196 0.547 0.256 CG C23 C30X30.2 0.108 0.052 0.168 0.075 T C23 C30X30.2 0.359 0.238 0.416 0.256
PA3 C23 C30X30.2 0.424 0.289 0.527 0.329 PA2 C23 C30X30.2 0.409 0.295 0.532 0.352 PA1 C23 C30X30.2 0.399 0.301 0.527 0.365 PB C23 C30X30.2 0.386 0.217 0.525 0.266 CG C24 C30X30.2 0.109 0.051 0.168 0.073 T C24 C30X30.2 0.333 0.237 0.385 0.256
PA3 C24 C30X30.2 0.423 0.285 0.527 0.325 PA2 C24 C30X30.2 0.406 0.294 0.527 0.349 PA1 C24 C30X30.2 0.399 0.281 0.527 0.338 PB C24 C30X30.2 0.383 0.188 0.525 0.230 CG C25 C30X50.1 0.085 0.071 0.114 0.053 T C25 C30X50.1 0.330 0.271 0.462 0.256
PA3 C25 C30X50.1 0.378 0.338 0.599 0.354 PA2 C25 C30X50.1 0.355 0.344 0.615 0.395 PA1 C25 C30X50.1 0.323 0.315 0.600 0.390 PB C25 C30X50.1 0.314 0.200 0.616 0.262 CG C26 C30X50.1 0.087 0.078 0.116 0.058 T C26 C30X50.1 0.284 0.280 0.389 0.264
PA3 C26 C30X50.1 0.324 0.346 0.494 0.358 PA2 C26 C30X50.1 0.306 0.345 0.507 0.390 PA1 C26 C30X50.1 0.279 0.317 0.494 0.384 PB C26 C30X50.1 0.267 0.201 0.498 0.256 T C27 C30X30.2 0.856 0.469 0.563 0.283
PA3 C27 C30X30.2 0.561 0.292 0.724 0.332 PA2 C27 C30X30.2 0.539 0.317 0.739 0.382 PA1 C27 C30X30.2 0.500 0.307 0.721 0.386 PB C27 C30X30.2 0.485 0.201 0.716 0.256 T C28 C30X30.2 0.759 0.440 0.492 0.264
PA3 C28 C30X30.2 0.486 0.273 0.607 0.307 PA2 C28 C30X30.2 0.472 0.295 0.622 0.349 PA1 C28 C30X30.2 0.438 0.284 0.604 0.349 PB C28 C30X30.2 0.415 0.201 0.589 0.252 T C29 C30X55.1 0.214 0.652 0.206 0.419
PA3 C29 C30X55.1 0.137 0.456 0.249 0.583 PA2 C29 C30X55.1 0.139 0.443 0.265 0.596 PA1 C29 C30X55.1 0.126 0.415 0.249 0.582 PB C29 C30X55.1 0.080 0.541 0.166 0.776 T C30 C30X55.1 0.217 0.534 0.208 0.335
PA3 C30 C30X55.1 0.138 0.367 0.249 0.448 PA2 C30 C30X55.1 0.146 0.360 0.276 0.462 PA1 C30 C30X55.1 0.137 0.337 0.269 0.449 PB C30 C30X55.1 0.081 0.459 0.164 0.626 T C32 C30X55.1 0.224 0.412 0.215 0.254
ETABS® v9.7.2 Concrete Frame Design Design Summary Output ACI 318-05/IBC 2003 Units: Ton-m
RVA CONSULTORES Pg9
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 PA3 C32 C30X55.1 0.140 0.293 0.251 0.347 PA2 C32 C30X55.1 0.150 0.295 0.280 0.364 PA1 C32 C30X55.1 0.149 0.259 0.288 0.328 PB C32 C30X55.1 0.095 0.207 0.186 0.265 T C33 C30X55.1 0.221 0.353 0.211 0.215
PA3 C33 C30X55.1 0.148 0.274 0.264 0.320 PA2 C33 C30X55.1 0.165 0.265 0.306 0.320 PA1 C33 C30X55.1 0.162 0.257 0.311 0.320 PB C33 C30X55.1 0.081 0.209 0.157 0.265
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 CG B87 V20.20 End-I 5.406E-05 2.687E-05 1.674E-04 CG B87 V20.20 Middle 1.340E-05 2.261E-05 1.674E-04 CG B87 V20.20 End-J 5.256E-05 2.613E-05 1.674E-04 CG B90 V20.20 End-I 6.290E-05 3.124E-05 1.674E-04 CG B90 V20.20 Middle 1.715E-05 2.555E-05 1.674E-04 CG B90 V20.20 End-J 6.940E-05 3.444E-05 1.674E-04 CG B107 V20.20 End-I 1.205E-04 7.603E-05 1.674E-04 CG B107 V20.20 Middle 4.407E-05 7.728E-05 0.000 CG B107 V20.20 End-J 1.363E-04 8.900E-05 1.674E-04 CG B113 V20.20 End-I 1.205E-04 7.808E-05 1.674E-04 CG B113 V20.20 Middle 4.486E-05 7.736E-05 0.000 CG B113 V20.20 End-J 1.388E-04 9.061E-05 1.674E-04 T B77 V3 End-I 2.749E-04 3.605E-05 2.092E-04 T B77 V3 Middle 1.529E-04 1.239E-04 2.092E-04 T B77 V3 End-J 1.461E-04 1.413E-04 2.092E-04 T B78 V1 End-I 2.098E-04 1.528E-04 3.424E-04 T B78 V1 Middle 5.148E-05 5.304E-05 2.858E-04 T B78 V1 End-J 1.890E-04 1.596E-04 3.266E-04 T B79 V1 End-I 1.831E-04 1.343E-04 2.290E-04 T B79 V1 Middle 1.338E-04 1.136E-04 2.250E-04 T B79 V1 End-J 2.260E-04 1.467E-04 2.557E-04 T B80 V3 End-I 3.494E-04 2.260E-04 2.092E-04 T B80 V3 Middle 1.117E-04 1.901E-04 2.092E-04 T B80 V3 End-J 1.769E-04 1.706E-04 2.092E-04 T B81 V1 End-I 1.427E-04 1.734E-04 3.518E-04 T B81 V1 Middle 6.206E-05 7.158E-05 3.522E-04 T B81 V1 End-J 2.260E-04 1.250E-04 4.423E-04 T B82 V1 End-I 8.839E-05 2.260E-04 3.080E-04 T B82 V1 Middle 8.839E-05 1.489E-04 4.345E-04 T B82 V1 End-J 2.739E-04 1.786E-04 5.135E-04 T B83 V3 End-I 2.610E-04 1.704E-04 2.092E-04 T B83 V3 Middle 8.436E-05 1.731E-04 0.000 T B83 V3 End-J 2.077E-04 1.122E-04 2.092E-04 T B84 V1 End-I 8.631E-05 9.989E-05 2.901E-04 T B84 V1 Middle 5.371E-05 5.771E-05 2.874E-04 T B84 V1 End-J 2.190E-04 1.081E-04 3.876E-04 T B85 V1 End-I 1.804E-04 8.923E-05 3.031E-04
ETABS® v9.7.2 Concrete Frame Design Design Summary Output ACI 318-05/IBC 2003 Units: Ton-m
RVA CONSULTORES Pg10
Concrete Beam Design - Flexural & Shear Design Rebar Areas Story Beam Section Location Top Bottom Shear Level Bay Name Rebar Area Rebar Area Rebar Area
T B85 V1 Middle 4.599E-05 7.388E-05 2.114E-04 T B85 V1 End-J 1.870E-04 9.248E-05 3.071E-04 T B86 V3 End-I 2.260E-04 1.324E-04 2.092E-04 T B86 V3 Middle 6.570E-05 1.258E-04 0.000 T B86 V3 End-J 2.260E-04 1.277E-04 2.092E-04 T B87 V1 End-I 1.349E-04 6.693E-05 3.094E-04 T B87 V1 Middle 3.334E-05 1.065E-04 2.571E-04 T B87 V1 End-J 7.054E-05 3.513E-05 2.452E-04 T B88 V1 End-I 2.260E-04 1.262E-04 3.056E-04 T B88 V1 Middle 6.265E-05 7.791E-05 2.547E-04 T B88 V1 End-J 1.864E-04 1.587E-04 2.851E-04 T B89 V3 End-I 2.260E-04 1.333E-04 2.092E-04 T B89 V3 Middle 7.188E-05 1.610E-04 0.000 T B89 V3 End-J 2.260E-04 1.450E-04 2.092E-04 T B90 V1 End-I 1.109E-04 6.489E-05 2.323E-04 T B90 V1 Middle 3.454E-05 3.454E-05 2.092E-04 T B90 V1 End-J 1.398E-04 6.935E-05 2.537E-04 T B91 V1 End-I 2.354E-04 1.540E-04 4.064E-04 T B91 V1 Middle 7.632E-05 9.969E-05 3.092E-04 T B91 V1 End-J 1.132E-04 1.524E-04 2.995E-04 T B92 V3 End-I 2.260E-04 1.435E-04 2.092E-04 T B92 V3 Middle 7.116E-05 1.727E-04 0.000 T B92 V3 End-J 2.260E-04 1.200E-04 2.092E-04 T B93 V1 End-I 1.079E-04 6.589E-05 3.043E-04 T B93 V1 Middle 4.917E-05 4.917E-05 2.613E-04 T B93 V1 End-J 2.002E-04 9.891E-05 3.690E-04 T B94 V1 End-I 2.031E-04 1.004E-04 3.164E-04 T B94 V1 Middle 4.989E-05 8.419E-05 2.330E-04 T B94 V1 End-J 1.489E-04 8.481E-05 2.736E-04 T B95 V3 End-I 1.930E-04 9.543E-05 2.092E-04 T B95 V3 Middle 6.019E-05 9.572E-05 2.092E-04 T B95 V3 End-J 2.260E-04 1.212E-04 2.092E-04 T B96 V1 End-I 1.827E-04 1.275E-04 3.002E-04 T B96 V1 Middle 4.495E-05 4.495E-05 2.370E-04 T B96 V1 End-J 1.782E-04 1.219E-04 2.972E-04 T B97 V1 End-I 2.260E-04 1.272E-04 3.732E-04 T B97 V1 Middle 6.313E-05 9.482E-05 3.059E-04 T B97 V1 End-J 8.830E-05 1.614E-04 2.610E-04 T B98 V9 End-I 3.014E-04 1.168E-04 2.092E-04 T B98 V9 Middle 2.043E-04 1.808E-04 2.092E-04 T B98 V9 End-J 3.662E-04 2.260E-04 2.092E-04 T B99 V9 End-I 4.271E-04 2.260E-04 2.517E-04 T B99 V9 Middle 1.352E-04 2.816E-04 2.092E-04 T B99 V9 End-J 4.241E-04 2.260E-04 2.092E-04 T B100 V9 End-I 2.260E-04 1.286E-04 2.560E-04 T B100 V9 Middle 6.384E-05 7.134E-05 2.092E-04 T B100 V9 End-J 1.968E-04 9.726E-05 2.092E-04 T B101 V9 End-I 2.260E-04 1.202E-04 3.934E-04 T B101 V9 Middle 8.738E-05 1.199E-04 3.050E-04 T B101 V9 End-J 2.707E-04 1.766E-04 4.351E-04 T B102 V9 End-I 3.351E-04 2.174E-04 2.092E-04 T B102 V9 Middle 1.133E-04 2.260E-04 2.092E-04
ETABS® v9.7.2 Concrete Frame Design Design Summary Output ACI 318-05/IBC 2003 Units: Ton-m
RVA CONSULTORES Pg11
Concrete Beam Design - Flexural & Shear Design Rebar Areas Story Beam Section Location Top Bottom Shear Level Bay Name Rebar Area Rebar Area Rebar Area
T B102 V9 End-J 3.546E-04 2.260E-04 2.092E-04 T B103 V9 End-I 2.260E-04 1.271E-04 4.358E-04 T B103 V9 Middle 8.518E-05 1.074E-04 4.741E-04 T B103 V9 End-J 2.636E-04 1.721E-04 4.925E-04 T B104 V8 End-I 5.516E-04 2.631E-04 3.239E-04 T B104 V8 Middle 1.718E-04 3.950E-04 2.092E-04 T B104 V8 End-J 4.746E-04 2.280E-04 2.931E-04 T B105 V8 End-I 5.162E-04 2.471E-04 4.447E-04 T B105 V8 Middle 2.028E-04 3.749E-04 2.092E-04 T B105 V8 End-J 6.610E-04 3.120E-04 4.517E-04 T B106 V8 End-I 3.049E-04 2.040E-04 2.092E-04 T B106 V8 Middle 1.036E-04 2.260E-04 2.092E-04 T B106 V8 End-J 3.229E-04 2.097E-04 2.092E-04 T B107 V8 End-I 2.260E-04 1.367E-04 4.374E-04 T B107 V8 Middle 9.941E-05 1.116E-04 3.704E-04 T B107 V8 End-J 3.094E-04 2.012E-04 4.980E-04 T B108 V8 End-I 5.343E-04 2.553E-04 3.347E-04 T B108 V8 Middle 1.668E-04 3.884E-04 2.092E-04 T B108 V8 End-J 4.477E-04 2.260E-04 2.800E-04 T B109 V8 End-I 1.449E-04 1.070E-04 4.650E-04 T B109 V8 Middle 1.070E-04 1.330E-04 5.583E-04 T B109 V8 End-J 3.342E-04 2.168E-04 5.799E-04 T B110 V8 End-I 4.414E-04 2.260E-04 2.092E-04 T B110 V8 Middle 1.394E-04 3.199E-04 2.092E-04 T B110 V8 End-J 3.633E-04 2.260E-04 2.092E-04 T B111 V8 End-I 3.118E-04 2.260E-04 2.092E-04 T B111 V8 Middle 1.564E-04 3.029E-04 2.092E-04 T B111 V8 End-J 4.987E-04 2.391E-04 2.092E-04 T B112 V8 End-I 2.649E-04 1.729E-04 3.363E-04 T B112 V8 Middle 9.087E-05 2.234E-04 2.294E-04 T B112 V8 End-J 2.819E-04 1.837E-04 3.148E-04 T B113 V8 End-I 1.796E-04 1.206E-04 3.620E-04 T B113 V8 Middle 8.961E-05 1.165E-04 4.528E-04 T B113 V8 End-J 2.779E-04 1.811E-04 4.757E-04 T B114 V8 End-I 4.145E-04 2.260E-04 2.092E-04 T B114 V8 Middle 1.314E-04 3.130E-04 2.092E-04 T B114 V8 End-J 3.630E-04 2.260E-04 2.092E-04 T B115 V8 End-I 1.438E-04 8.355E-05 4.167E-04 T B115 V8 Middle 8.355E-05 1.519E-04 5.035E-04 T B115 V8 End-J 2.584E-04 1.688E-04 5.264E-04 T B116 V3 End-I 2.567E-04 9.758E-05 2.092E-04 T B116 V3 Middle 2.260E-04 1.548E-04 2.092E-04 T B116 V3 End-J 2.673E-04 1.744E-04 2.092E-04 T B117 V3 End-I 2.349E-04 1.537E-04 2.092E-04 T B117 V3 Middle 8.704E-05 2.260E-04 0.000 T B117 V3 End-J 2.696E-04 1.759E-04 2.092E-04 T B118 V3 End-I 1.952E-04 9.648E-05 2.092E-04 T B118 V3 Middle 4.797E-05 6.740E-05 2.092E-04 T B118 V3 End-J 1.785E-04 8.833E-05 2.092E-04 T B119 V3 End-I 1.968E-04 9.725E-05 2.812E-04 T B119 V3 Middle 6.830E-05 1.047E-04 2.840E-04 T B119 V3 End-J 2.260E-04 1.377E-04 3.094E-04
ETABS® v9.7.2 Concrete Frame Design Design Summary Output ACI 318-05/IBC 2003 Units: Ton-m
RVA CONSULTORES Pg12
Concrete Beam Design - Flexural & Shear Design Rebar Areas Story Beam Section Location Top Bottom Shear Level Bay Name Rebar Area Rebar Area Rebar Area
T B120 V3 End-I 2.384E-04 1.559E-04 2.092E-04 T B120 V3 Middle 8.150E-05 2.260E-04 0.000 T B120 V3 End-J 2.519E-04 1.646E-04 2.092E-04 T B121 V3 End-I 2.118E-04 1.153E-04 3.095E-04 T B121 V3 Middle 7.016E-05 8.126E-05 3.269E-04 T B121 V3 End-J 2.260E-04 1.415E-04 3.476E-04 T B241 V20.30 End-I 1.144E-04 8.613E-05 2.324E-04 T B241 V20.30 Middle 4.381E-05 6.629E-05 2.116E-04 T B241 V20.30 End-J 1.786E-04 8.817E-05 2.715E-04
PA3 B77 V7 End-I 3.556E-04 6.778E-05 2.495E-04 PA3 B77 V7 Middle 2.006E-04 1.514E-04 2.099E-04 PA3 B77 V7 End-J 2.115E-04 1.756E-04 2.092E-04 PA3 B78 V6 End-I 2.263E-04 2.260E-04 4.188E-04 PA3 B78 V6 Middle 7.344E-05 7.344E-05 3.470E-04 PA3 B78 V6 End-J 2.260E-04 2.260E-04 4.017E-04 PA3 B79 V6 End-I 2.260E-04 2.203E-04 3.327E-04 PA3 B79 V6 Middle 2.158E-04 1.855E-04 3.256E-04 PA3 B79 V6 End-J 2.704E-04 2.260E-04 3.692E-04 PA3 B80 V7 End-I 4.414E-04 2.260E-04 3.812E-04 PA3 B80 V7 Middle 1.394E-04 2.128E-04 2.949E-04 PA3 B80 V7 End-J 2.146E-04 2.029E-04 3.228E-04 PA3 B81 V6 End-I 2.260E-04 2.260E-04 4.501E-04 PA3 B81 V6 Middle 8.952E-05 9.872E-05 4.406E-04 PA3 B81 V6 End-J 2.776E-04 1.809E-04 5.612E-04 PA3 B82 V6 End-I 1.275E-04 2.474E-04 4.039E-04 PA3 B82 V6 Middle 1.255E-04 1.867E-04 5.474E-04 PA3 B82 V6 End-J 3.948E-04 2.260E-04 6.509E-04 PA3 B83 V7 End-I 3.712E-04 2.260E-04 2.092E-04 PA3 B83 V7 Middle 1.183E-04 2.188E-04 2.092E-04 PA3 B83 V7 End-J 2.355E-04 1.541E-04 2.092E-04 PA3 B84 V6 End-I 1.724E-04 1.838E-04 3.885E-04 PA3 B84 V6 Middle 8.260E-05 8.964E-05 3.729E-04 PA3 B84 V6 End-J 2.554E-04 1.668E-04 5.069E-04 PA3 B85 V6 End-I 2.260E-04 1.319E-04 3.876E-04 PA3 B85 V6 Middle 7.481E-05 1.094E-04 2.859E-04 PA3 B85 V6 End-J 2.306E-04 1.510E-04 4.090E-04 PA3 B86 V7 End-I 2.700E-04 1.762E-04 2.092E-04 PA3 B86 V7 Middle 8.718E-05 1.396E-04 0.000 PA3 B86 V7 End-J 2.639E-04 1.723E-04 2.092E-04 PA3 B87 V6 End-I 8.171E-05 4.066E-05 3.286E-04 PA3 B87 V6 Middle 2.163E-05 8.622E-05 2.970E-04 PA3 B87 V6 End-J 8.617E-05 4.287E-05 3.634E-04 PA3 B88 V6 End-I 2.594E-04 1.694E-04 3.854E-04 PA3 B88 V6 Middle 8.384E-05 1.136E-04 3.186E-04 PA3 B88 V6 End-J 2.260E-04 2.260E-04 3.549E-04 PA3 B89 V7 End-I 2.971E-04 1.934E-04 2.092E-04 PA3 B89 V7 Middle 9.560E-05 2.058E-04 2.092E-04 PA3 B89 V7 End-J 2.970E-04 1.933E-04 2.092E-04 PA3 B90 V6 End-I 1.645E-04 1.296E-04 3.299E-04 PA3 B90 V6 Middle 5.644E-05 5.644E-05 2.967E-04 PA3 B90 V6 End-J 2.260E-04 1.136E-04 3.764E-04 PA3 B91 V6 End-I 3.028E-04 1.970E-04 5.203E-04
ETABS® v9.7.2 Concrete Frame Design Design Summary Output ACI 318-05/IBC 2003 Units: Ton-m
RVA CONSULTORES Pg13
Concrete Beam Design - Flexural & Shear Design Rebar Areas Story Beam Section Location Top Bottom Shear Level Bay Name Rebar Area Rebar Area Rebar Area PA3 B91 V6 Middle 9.735E-05 1.432E-04 3.906E-04 PA3 B91 V6 End-J 2.131E-04 2.151E-04 4.149E-04 PA3 B92 V7 End-I 3.185E-04 2.069E-04 2.092E-04 PA3 B92 V7 Middle 1.022E-04 2.197E-04 2.092E-04 PA3 B92 V7 End-J 2.683E-04 1.751E-04 2.092E-04 PA3 B93 V6 End-I 1.969E-04 1.487E-04 3.997E-04 PA3 B93 V6 Middle 7.642E-05 8.070E-05 3.364E-04 PA3 B93 V6 End-J 2.357E-04 1.542E-04 4.813E-04 PA3 B94 V6 End-I 2.317E-04 1.516E-04 4.063E-04 PA3 B94 V6 Middle 7.515E-05 1.214E-04 2.938E-04 PA3 B94 V6 End-J 2.260E-04 1.340E-04 3.595E-04 PA3 B95 V7 End-I 2.260E-04 1.381E-04 2.316E-04 PA3 B95 V7 Middle 7.811E-05 1.193E-04 2.092E-04 PA3 B95 V7 End-J 2.411E-04 1.577E-04 2.466E-04 PA3 B96 V6 End-I 2.260E-04 2.137E-04 4.172E-04 PA3 B96 V6 Middle 6.872E-05 6.952E-05 3.357E-04 PA3 B96 V6 End-J 2.260E-04 2.092E-04 4.106E-04 PA3 B97 V6 End-I 2.695E-04 1.758E-04 4.657E-04 PA3 B97 V6 Middle 8.700E-05 1.323E-04 3.789E-04 PA3 B97 V6 End-J 1.682E-04 2.260E-04 3.418E-04 PA3 B98 V4 End-I 4.536E-04 1.478E-04 2.092E-04 PA3 B98 V4 Middle 2.290E-04 2.260E-04 2.092E-04 PA3 B98 V4 End-J 4.696E-04 2.260E-04 2.092E-04 PA3 B99 V4 End-I 5.084E-04 2.436E-04 2.937E-04 PA3 B99 V4 Middle 1.734E-04 2.925E-04 2.092E-04 PA3 B99 V4 End-J 5.573E-04 2.657E-04 3.136E-04 PA3 B100 V4 End-I 2.460E-04 1.608E-04 3.100E-04 PA3 B100 V4 Middle 7.966E-05 1.204E-04 2.092E-04 PA3 B100 V4 End-J 2.260E-04 1.420E-04 2.237E-04 PA3 B101 V4 End-I 2.932E-04 1.909E-04 5.317E-04 PA3 B101 V4 Middle 1.242E-04 1.712E-04 3.973E-04 PA3 B101 V4 End-J 3.905E-04 2.260E-04 5.768E-04 PA3 B102 V4 End-I 4.999E-04 2.397E-04 2.890E-04 PA3 B102 V4 Middle 1.705E-04 2.966E-04 2.092E-04 PA3 B102 V4 End-J 5.473E-04 2.612E-04 3.102E-04 PA3 B103 V4 End-I 2.731E-04 1.899E-04 5.644E-04 PA3 B103 V4 Middle 1.212E-04 1.781E-04 6.507E-04 PA3 B103 V4 End-J 3.808E-04 2.260E-04 6.691E-04 PA3 B104 V5 End-I 8.352E-04 3.873E-04 6.602E-04 PA3 B104 V5 Middle 2.260E-04 5.571E-04 2.318E-04 PA3 B104 V5 End-J 6.916E-04 3.255E-04 6.047E-04 PA3 B105 V5 End-I 6.495E-04 3.070E-04 5.815E-04 PA3 B105 V5 Middle 2.260E-04 4.317E-04 2.672E-04 PA3 B105 V5 End-J 8.508E-04 3.939E-04 6.931E-04 PA3 B106 V5 End-I 4.242E-04 2.260E-04 3.089E-04 PA3 B106 V5 Middle 1.417E-04 2.563E-04 2.092E-04 PA3 B106 V5 End-J 4.488E-04 2.260E-04 2.092E-04 PA3 B107 V5 End-I 2.575E-04 1.960E-04 5.765E-04 PA3 B107 V5 Middle 1.339E-04 1.613E-04 4.772E-04 PA3 B107 V5 End-J 4.230E-04 2.260E-04 6.542E-04 PA3 B108 V5 End-I 7.489E-04 3.504E-04 6.414E-04 PA3 B108 V5 Middle 2.260E-04 4.337E-04 2.155E-04
ETABS® v9.7.2 Concrete Frame Design Design Summary Output ACI 318-05/IBC 2003 Units: Ton-m
RVA CONSULTORES Pg14
Concrete Beam Design - Flexural & Shear Design Rebar Areas Story Beam Section Location Top Bottom Shear Level Bay Name Rebar Area Rebar Area Rebar Area PA3 B108 V5 End-J 7.171E-04 3.366E-04 6.007E-04 PA3 B109 V5 End-I 2.260E-04 1.739E-04 6.109E-04 PA3 B109 V5 Middle 1.570E-04 2.260E-04 7.522E-04 PA3 B109 V5 End-J 5.007E-04 2.400E-04 7.738E-04 PA3 B110 V5 End-I 6.446E-04 3.048E-04 3.834E-04 PA3 B110 V5 Middle 1.982E-04 4.419E-04 2.092E-04 PA3 B110 V5 End-J 5.393E-04 2.576E-04 3.404E-04 PA3 B111 V5 End-I 4.804E-04 2.545E-04 3.147E-04 PA3 B111 V5 Middle 2.106E-04 4.244E-04 2.092E-04 PA3 B111 V5 End-J 6.890E-04 3.243E-04 4.260E-04 PA3 B112 V5 End-I 3.558E-04 2.260E-04 4.516E-04 PA3 B112 V5 Middle 1.255E-04 2.260E-04 3.062E-04 PA3 B112 V5 End-J 3.949E-04 2.260E-04 4.197E-04 PA3 B113 V5 End-I 2.260E-04 1.655E-04 4.948E-04 PA3 B113 V5 Middle 1.151E-04 1.669E-04 5.971E-04 PA3 B113 V5 End-J 3.605E-04 2.260E-04 6.200E-04 PA3 B114 V5 End-I 5.788E-04 2.754E-04 3.651E-04 PA3 B114 V5 Middle 1.796E-04 4.326E-04 2.092E-04 PA3 B114 V5 End-J 5.652E-04 2.693E-04 3.401E-04 PA3 B115 V5 End-I 2.260E-04 1.465E-04 5.479E-04 PA3 B115 V5 Middle 1.249E-04 1.835E-04 6.928E-04 PA3 B115 V5 End-J 3.929E-04 2.260E-04 7.157E-04 PA3 B116 V4 End-I 3.585E-04 1.186E-04 2.092E-04 PA3 B116 V4 Middle 2.484E-04 1.978E-04 2.092E-04 PA3 B116 V4 End-J 3.721E-04 2.260E-04 2.092E-04 PA3 B117 V4 End-I 3.484E-04 2.258E-04 3.965E-04 PA3 B117 V4 Middle 1.257E-04 2.431E-04 2.772E-04 PA3 B117 V4 End-J 3.956E-04 2.260E-04 4.062E-04 PA3 B118 V4 End-I 2.260E-04 1.287E-04 3.099E-04 PA3 B118 V4 Middle 6.688E-05 9.446E-05 2.092E-04 PA3 B118 V4 End-J 2.260E-04 1.241E-04 2.383E-04 PA3 B119 V4 End-I 2.304E-04 1.508E-04 4.361E-04 PA3 B119 V4 Middle 9.842E-05 1.619E-04 4.635E-04 PA3 B119 V4 End-J 3.062E-04 1.992E-04 4.890E-04 PA3 B120 V4 End-I 3.487E-04 2.259E-04 3.942E-04 PA3 B120 V4 Middle 1.221E-04 2.448E-04 2.723E-04 PA3 B120 V4 End-J 3.835E-04 2.260E-04 4.014E-04 PA3 B121 V4 End-I 2.260E-04 2.134E-04 4.257E-04 PA3 B121 V4 Middle 1.002E-04 1.143E-04 4.818E-04 PA3 B121 V4 End-J 3.120E-04 2.028E-04 5.026E-04 PA3 B241 V20.30 End-I 1.875E-04 1.601E-04 2.826E-04 PA3 B241 V20.30 Middle 6.167E-05 8.991E-05 2.569E-04 PA3 B241 V20.30 End-J 1.901E-04 1.286E-04 3.168E-04 PA2 B77 V7 End-I 3.769E-04 1.056E-04 2.543E-04 PA2 B77 V7 Middle 2.153E-04 1.659E-04 2.147E-04 PA2 B77 V7 End-J 2.260E-04 2.020E-04 2.113E-04 PA2 B78 V6 End-I 2.859E-04 2.360E-04 4.633E-04 PA2 B78 V6 Middle 9.213E-05 9.213E-05 3.916E-04 PA2 B78 V6 End-J 2.734E-04 2.376E-04 4.526E-04 PA2 B79 V6 End-I 2.621E-04 2.260E-04 3.859E-04 PA2 B79 V6 Middle 2.260E-04 2.260E-04 3.864E-04 PA2 B79 V6 End-J 3.295E-04 2.390E-04 4.300E-04
ETABS® v9.7.2 Concrete Frame Design Design Summary Output ACI 318-05/IBC 2003 Units: Ton-m
RVA CONSULTORES Pg15
Concrete Beam Design - Flexural & Shear Design Rebar Areas Story Beam Section Location Top Bottom Shear Level Bay Name Rebar Area Rebar Area Rebar Area PA2 B80 V7 End-I 4.657E-04 2.260E-04 3.867E-04 PA2 B80 V7 Middle 1.467E-04 2.260E-04 3.003E-04 PA2 B80 V7 End-J 2.260E-04 2.257E-04 3.311E-04 PA2 B81 V6 End-I 2.370E-04 2.565E-04 5.152E-04 PA2 B81 V6 Middle 1.099E-04 1.155E-04 5.026E-04 PA2 B81 V6 End-J 3.435E-04 2.260E-04 6.232E-04 PA2 B82 V6 End-I 1.891E-04 2.978E-04 4.532E-04 PA2 B82 V6 Middle 1.400E-04 2.104E-04 5.977E-04 PA2 B82 V6 End-J 4.434E-04 2.260E-04 7.012E-04 PA2 B83 V7 End-I 3.963E-04 2.260E-04 2.092E-04 PA2 B83 V7 Middle 1.259E-04 2.204E-04 2.092E-04 PA2 B83 V7 End-J 2.655E-04 1.733E-04 2.092E-04 PA2 B84 V6 End-I 2.260E-04 2.260E-04 4.472E-04 PA2 B84 V6 Middle 9.846E-05 1.027E-04 4.268E-04 PA2 B84 V6 End-J 3.064E-04 1.993E-04 5.608E-04 PA2 B85 V6 End-I 2.441E-04 1.803E-04 4.148E-04 PA2 B85 V6 Middle 8.833E-05 1.276E-04 3.132E-04 PA2 B85 V6 End-J 2.737E-04 1.881E-04 4.363E-04 PA2 B86 V7 End-I 2.903E-04 1.891E-04 2.092E-04 PA2 B86 V7 Middle 9.474E-05 1.533E-04 0.000 PA2 B86 V7 End-J 2.943E-04 1.916E-04 2.092E-04 PA2 B87 V6 End-I 1.445E-04 7.162E-05 3.276E-04 PA2 B87 V6 Middle 3.566E-05 9.051E-05 2.990E-04 PA2 B87 V6 End-J 1.442E-04 7.151E-05 3.655E-04 PA2 B88 V6 End-I 2.906E-04 1.902E-04 4.046E-04 PA2 B88 V6 Middle 9.359E-05 1.302E-04 3.368E-04 PA2 B88 V6 End-J 2.330E-04 2.260E-04 3.669E-04 PA2 B89 V7 End-I 3.210E-04 2.085E-04 3.216E-04 PA2 B89 V7 Middle 1.043E-04 2.065E-04 2.368E-04 PA2 B89 V7 End-J 3.253E-04 2.112E-04 3.318E-04 PA2 B90 V6 End-I 2.260E-04 1.954E-04 3.474E-04 PA2 B90 V6 Middle 7.198E-05 7.198E-05 3.114E-04 PA2 B90 V6 End-J 2.260E-04 1.545E-04 3.911E-04 PA2 B91 V6 End-I 3.440E-04 2.230E-04 5.448E-04 PA2 B91 V6 Middle 1.100E-04 1.576E-04 4.152E-04 PA2 B91 V6 End-J 2.260E-04 2.260E-04 4.415E-04 PA2 B92 V7 End-I 3.444E-04 2.232E-04 3.369E-04 PA2 B92 V7 Middle 1.102E-04 2.209E-04 2.371E-04 PA2 B92 V7 End-J 2.962E-04 1.928E-04 3.343E-04 PA2 B93 V6 End-I 2.260E-04 2.070E-04 4.529E-04 PA2 B93 V6 Middle 9.038E-05 9.137E-05 3.833E-04 PA2 B93 V6 End-J 2.803E-04 1.827E-04 5.281E-04 PA2 B94 V6 End-I 2.749E-04 1.793E-04 4.839E-04 PA2 B94 V6 Middle 8.869E-05 1.409E-04 3.390E-04 PA2 B94 V6 End-J 2.320E-04 1.907E-04 4.443E-04 PA2 B95 V7 End-I 2.450E-04 1.601E-04 2.425E-04 PA2 B95 V7 Middle 8.932E-05 1.384E-04 2.092E-04 PA2 B95 V7 End-J 2.769E-04 1.805E-04 2.578E-04 PA2 B96 V6 End-I 2.861E-04 2.307E-04 4.685E-04 PA2 B96 V6 Middle 9.218E-05 9.218E-05 3.870E-04 PA2 B96 V6 End-J 2.759E-04 2.284E-04 4.597E-04 PA2 B97 V6 End-I 3.264E-04 2.119E-04 4.979E-04
ETABS® v9.7.2 Concrete Frame Design Design Summary Output ACI 318-05/IBC 2003 Units: Ton-m
RVA CONSULTORES Pg16
Concrete Beam Design - Flexural & Shear Design Rebar Areas Story Beam Section Location Top Bottom Shear Level Bay Name Rebar Area Rebar Area Rebar Area PA2 B97 V6 Middle 1.046E-04 1.563E-04 4.111E-04 PA2 B97 V6 End-J 2.260E-04 2.320E-04 3.744E-04 PA2 B98 V4 End-I 4.779E-04 1.580E-04 2.092E-04 PA2 B98 V4 Middle 2.467E-04 2.260E-04 2.092E-04 PA2 B98 V4 End-J 5.043E-04 2.416E-04 2.132E-04 PA2 B99 V4 End-I 5.223E-04 2.499E-04 2.999E-04 PA2 B99 V4 Middle 1.767E-04 2.943E-04 2.092E-04 PA2 B99 V4 End-J 5.687E-04 2.709E-04 3.178E-04 PA2 B100 V4 End-I 2.698E-04 1.760E-04 3.170E-04 PA2 B100 V4 Middle 8.711E-05 1.233E-04 2.092E-04 PA2 B100 V4 End-J 2.265E-04 1.483E-04 2.268E-04 PA2 B101 V4 End-I 3.147E-04 2.045E-04 5.498E-04 PA2 B101 V4 Middle 1.327E-04 1.761E-04 4.179E-04 PA2 B101 V4 End-J 4.188E-04 2.260E-04 5.974E-04 PA2 B102 V4 End-I 5.176E-04 2.477E-04 2.961E-04 PA2 B102 V4 Middle 1.742E-04 2.965E-04 2.092E-04 PA2 B102 V4 End-J 5.601E-04 2.670E-04 3.155E-04 PA2 B103 V4 End-I 3.180E-04 2.249E-04 6.112E-04 PA2 B103 V4 Middle 1.306E-04 1.845E-04 6.797E-04 PA2 B103 V4 End-J 4.118E-04 2.260E-04 6.981E-04 PA2 B104 V5 End-I 8.543E-04 3.953E-04 6.660E-04 PA2 B104 V5 Middle 2.260E-04 5.571E-04 2.375E-04 PA2 B104 V5 End-J 7.240E-04 3.396E-04 6.169E-04 PA2 B105 V5 End-I 6.736E-04 3.176E-04 5.915E-04 PA2 B105 V5 Middle 2.260E-04 4.332E-04 2.768E-04 PA2 B105 V5 End-J 8.772E-04 4.049E-04 7.027E-04 PA2 B106 V5 End-I 4.498E-04 2.260E-04 3.117E-04 PA2 B106 V5 Middle 1.476E-04 2.557E-04 2.092E-04 PA2 B106 V5 End-J 4.688E-04 2.260E-04 2.092E-04 PA2 B107 V5 End-I 2.933E-04 2.119E-04 5.792E-04 PA2 B107 V5 Middle 1.427E-04 1.672E-04 4.744E-04 PA2 B107 V5 End-J 4.523E-04 2.260E-04 6.514E-04 PA2 B108 V5 End-I 7.746E-04 3.615E-04 6.512E-04 PA2 B108 V5 Middle 2.260E-04 4.340E-04 2.253E-04 PA2 B108 V5 End-J 7.361E-04 3.449E-04 6.093E-04 PA2 B109 V5 End-I 2.277E-04 1.862E-04 6.316E-04 PA2 B109 V5 Middle 1.639E-04 2.260E-04 7.549E-04 PA2 B109 V5 End-J 5.243E-04 2.508E-04 7.765E-04 PA2 B110 V5 End-I 6.650E-04 3.138E-04 3.909E-04 PA2 B110 V5 Middle 2.039E-04 4.429E-04 2.092E-04 PA2 B110 V5 End-J 5.647E-04 2.691E-04 3.511E-04 PA2 B111 V5 End-I 5.053E-04 2.540E-04 3.257E-04 PA2 B111 V5 Middle 2.174E-04 4.246E-04 2.092E-04 PA2 B111 V5 End-J 7.137E-04 3.351E-04 4.354E-04 PA2 B112 V5 End-I 3.781E-04 2.260E-04 4.515E-04 PA2 B112 V5 Middle 1.320E-04 2.260E-04 3.063E-04 PA2 B112 V5 End-J 4.165E-04 2.260E-04 4.198E-04 PA2 B113 V5 End-I 2.317E-04 1.969E-04 4.978E-04 PA2 B113 V5 Middle 1.241E-04 1.756E-04 5.941E-04 PA2 B113 V5 End-J 3.904E-04 2.260E-04 6.169E-04 PA2 B114 V5 End-I 6.001E-04 2.850E-04 3.736E-04 PA2 B114 V5 Middle 1.857E-04 4.332E-04 2.092E-04
ETABS® v9.7.2 Concrete Frame Design Design Summary Output ACI 318-05/IBC 2003 Units: Ton-m
RVA CONSULTORES Pg17
Concrete Beam Design - Flexural & Shear Design Rebar Areas Story Beam Section Location Top Bottom Shear Level Bay Name Rebar Area Rebar Area Rebar Area PA2 B114 V5 End-J 5.845E-04 2.780E-04 3.493E-04 PA2 B115 V5 End-I 2.260E-04 1.753E-04 5.575E-04 PA2 B115 V5 Middle 1.328E-04 2.192E-04 6.832E-04 PA2 B115 V5 End-J 4.190E-04 2.260E-04 7.061E-04 PA2 B116 V4 End-I 3.860E-04 1.565E-04 2.092E-04 PA2 B116 V4 Middle 2.718E-04 2.104E-04 2.092E-04 PA2 B116 V4 End-J 3.983E-04 2.260E-04 2.092E-04 PA2 B117 V4 End-I 3.637E-04 2.260E-04 4.012E-04 PA2 B117 V4 Middle 1.298E-04 2.430E-04 2.808E-04 PA2 B117 V4 End-J 4.093E-04 2.260E-04 4.099E-04 PA2 B118 V4 End-I 2.260E-04 1.402E-04 3.109E-04 PA2 B118 V4 Middle 7.347E-05 1.006E-04 2.092E-04 PA2 B118 V4 End-J 2.260E-04 1.322E-04 2.373E-04 PA2 B119 V4 End-I 2.513E-04 1.654E-04 4.428E-04 PA2 B119 V4 Middle 1.067E-04 1.724E-04 4.735E-04 PA2 B119 V4 End-J 3.332E-04 2.162E-04 4.989E-04 PA2 B120 V4 End-I 3.629E-04 2.260E-04 3.981E-04 PA2 B120 V4 Middle 1.261E-04 2.450E-04 2.764E-04 PA2 B120 V4 End-J 3.969E-04 2.260E-04 4.055E-04 PA2 B121 V4 End-I 2.618E-04 2.260E-04 4.567E-04 PA2 B121 V4 Middle 1.108E-04 1.309E-04 5.048E-04 PA2 B121 V4 End-J 3.466E-04 2.260E-04 5.256E-04 PA2 B241 V20.30 End-I 1.875E-04 1.875E-04 3.159E-04 PA2 B241 V20.30 Middle 7.328E-05 1.054E-04 2.934E-04 PA2 B241 V20.30 End-J 2.271E-04 1.722E-04 3.534E-04 PA1 B77 V7 End-I 3.786E-04 1.174E-04 2.501E-04 PA1 B77 V7 Middle 2.201E-04 1.542E-04 2.105E-04 PA1 B77 V7 End-J 2.260E-04 1.874E-04 2.092E-04 PA1 B78 V6 End-I 2.451E-04 2.260E-04 4.247E-04 PA1 B78 V6 Middle 8.432E-05 8.473E-05 3.706E-04 PA1 B78 V6 End-J 2.609E-04 2.260E-04 4.423E-04 PA1 B79 V6 End-I 2.487E-04 2.260E-04 3.853E-04 PA1 B79 V6 Middle 2.260E-04 2.260E-04 3.993E-04 PA1 B79 V6 End-J 3.519E-04 2.474E-04 4.429E-04 PA1 B80 V7 End-I 4.492E-04 2.260E-04 3.801E-04 PA1 B80 V7 Middle 1.418E-04 2.210E-04 2.938E-04 PA1 B80 V7 End-J 2.260E-04 2.138E-04 3.283E-04 PA1 B81 V6 End-I 2.260E-04 2.456E-04 4.924E-04 PA1 B81 V6 Middle 1.062E-04 1.132E-04 4.953E-04 PA1 B81 V6 End-J 3.314E-04 2.175E-04 6.158E-04 PA1 B82 V6 End-I 1.689E-04 2.931E-04 4.453E-04 PA1 B82 V6 Middle 1.385E-04 2.084E-04 5.957E-04 PA1 B82 V6 End-J 4.382E-04 2.260E-04 6.992E-04 PA1 B83 V7 End-I 3.822E-04 2.260E-04 2.092E-04 PA1 B83 V7 Middle 1.217E-04 2.208E-04 2.092E-04 PA1 B83 V7 End-J 2.700E-04 1.761E-04 2.092E-04 PA1 B84 V6 End-I 2.141E-04 2.260E-04 4.331E-04 PA1 B84 V6 Middle 9.655E-05 1.010E-04 4.336E-04 PA1 B84 V6 End-J 3.002E-04 1.953E-04 5.675E-04 PA1 B85 V6 End-I 2.302E-04 1.736E-04 4.079E-04 PA1 B85 V6 Middle 8.739E-05 1.262E-04 3.101E-04 PA1 B85 V6 End-J 2.707E-04 1.825E-04 4.333E-04
ETABS® v9.7.2 Concrete Frame Design Design Summary Output ACI 318-05/IBC 2003 Units: Ton-m
RVA CONSULTORES Pg18
Concrete Beam Design - Flexural & Shear Design Rebar Areas Story Beam Section Location Top Bottom Shear Level Bay Name Rebar Area Rebar Area Rebar Area PA1 B86 V7 End-I 2.864E-04 1.866E-04 2.092E-04 PA1 B86 V7 Middle 9.986E-05 1.514E-04 0.000 PA1 B86 V7 End-J 3.109E-04 2.021E-04 2.092E-04 PA1 B87 V6 End-I 1.127E-04 5.729E-05 3.146E-04 PA1 B87 V6 Middle 4.180E-05 1.325E-04 3.050E-04 PA1 B87 V6 End-J 1.691E-04 8.371E-05 3.715E-04 PA1 B88 V6 End-I 2.762E-04 1.801E-04 4.046E-04 PA1 B88 V6 Middle 8.909E-05 1.387E-04 3.332E-04 PA1 B88 V6 End-J 2.260E-04 2.260E-04 3.525E-04 PA1 B89 V7 End-I 3.176E-04 2.064E-04 3.212E-04 PA1 B89 V7 Middle 1.060E-04 2.067E-04 2.391E-04 PA1 B89 V7 End-J 3.308E-04 2.147E-04 3.341E-04 PA1 B90 V6 End-I 2.050E-04 1.825E-04 3.321E-04 PA1 B90 V6 Middle 6.978E-05 6.978E-05 3.106E-04 PA1 B90 V6 End-J 2.260E-04 1.407E-04 3.903E-04 PA1 B91 V6 End-I 3.365E-04 2.183E-04 5.412E-04 PA1 B91 V6 Middle 1.077E-04 1.681E-04 4.116E-04 PA1 B91 V6 End-J 2.260E-04 2.260E-04 4.379E-04 PA1 B92 V7 End-I 3.414E-04 2.214E-04 3.363E-04 PA1 B92 V7 Middle 1.093E-04 2.210E-04 2.372E-04 PA1 B92 V7 End-J 3.060E-04 1.990E-04 3.370E-04 PA1 B93 V6 End-I 2.260E-04 2.022E-04 4.443E-04 PA1 B93 V6 Middle 8.987E-05 9.121E-05 3.840E-04 PA1 B93 V6 End-J 2.787E-04 1.817E-04 5.288E-04 PA1 B94 V6 End-I 2.788E-04 1.818E-04 4.975E-04 PA1 B94 V6 Middle 8.992E-05 1.537E-04 3.526E-04 PA1 B94 V6 End-J 2.340E-04 2.059E-04 4.502E-04 PA1 B95 V7 End-I 2.457E-04 1.606E-04 2.441E-04 PA1 B95 V7 Middle 9.190E-05 1.460E-04 2.092E-04 PA1 B95 V7 End-J 2.852E-04 1.858E-04 2.612E-04 PA1 B96 V6 End-I 2.855E-04 2.361E-04 4.675E-04 PA1 B96 V6 Middle 9.198E-05 9.198E-05 3.860E-04 PA1 B96 V6 End-J 2.822E-04 2.306E-04 4.658E-04 PA1 B97 V6 End-I 3.322E-04 2.155E-04 5.081E-04 PA1 B97 V6 Middle 1.064E-04 1.634E-04 4.213E-04 PA1 B97 V6 End-J 2.260E-04 2.431E-04 3.818E-04 PA1 B98 V4 End-I 4.576E-04 1.555E-04 2.092E-04 PA1 B98 V4 Middle 2.326E-04 2.260E-04 2.092E-04 PA1 B98 V4 End-J 4.957E-04 2.377E-04 2.092E-04 PA1 B99 V4 End-I 5.179E-04 2.479E-04 2.965E-04 PA1 B99 V4 Middle 1.714E-04 2.951E-04 2.092E-04 PA1 B99 V4 End-J 5.504E-04 2.626E-04 3.097E-04 PA1 B100 V4 End-I 2.680E-04 1.749E-04 3.185E-04 PA1 B100 V4 Middle 8.655E-05 1.130E-04 2.092E-04 PA1 B100 V4 End-J 2.260E-04 1.375E-04 2.245E-04 PA1 B101 V4 End-I 2.941E-04 1.957E-04 5.362E-04 PA1 B101 V4 Middle 1.306E-04 1.739E-04 4.125E-04 PA1 B101 V4 End-J 4.118E-04 2.260E-04 5.920E-04 PA1 B102 V4 End-I 5.075E-04 2.431E-04 2.911E-04 PA1 B102 V4 Middle 1.687E-04 2.972E-04 2.092E-04 PA1 B102 V4 End-J 5.408E-04 2.583E-04 3.066E-04 PA1 B103 V4 End-I 3.267E-04 2.121E-04 6.017E-04
ETABS® v9.7.2 Concrete Frame Design Design Summary Output ACI 318-05/IBC 2003 Units: Ton-m
RVA CONSULTORES Pg19
Concrete Beam Design - Flexural & Shear Design Rebar Areas Story Beam Section Location Top Bottom Shear Level Bay Name Rebar Area Rebar Area Rebar Area PA1 B103 V4 Middle 1.189E-04 1.845E-04 6.314E-04 PA1 B103 V4 End-J 3.732E-04 2.260E-04 6.499E-04 PA1 B104 V5 End-I 8.344E-04 3.870E-04 6.589E-04 PA1 B104 V5 Middle 2.260E-04 5.573E-04 2.304E-04 PA1 B104 V5 End-J 7.000E-04 3.292E-04 6.080E-04 PA1 B105 V5 End-I 6.554E-04 3.096E-04 5.837E-04 PA1 B105 V5 Middle 2.260E-04 4.325E-04 2.651E-04 PA1 B105 V5 End-J 8.476E-04 3.925E-04 6.910E-04 PA1 B106 V5 End-I 4.300E-04 2.260E-04 3.102E-04 PA1 B106 V5 Middle 1.412E-04 2.558E-04 2.092E-04 PA1 B106 V5 End-J 4.473E-04 2.260E-04 2.092E-04 PA1 B107 V5 End-I 2.794E-04 1.854E-04 5.851E-04 PA1 B107 V5 Middle 1.297E-04 1.612E-04 4.686E-04 PA1 B107 V5 End-J 4.089E-04 2.260E-04 6.455E-04 PA1 B108 V5 End-I 7.505E-04 3.511E-04 6.421E-04 PA1 B108 V5 Middle 2.260E-04 4.336E-04 2.162E-04 PA1 B108 V5 End-J 7.130E-04 3.348E-04 5.998E-04 PA1 B109 V5 End-I 2.260E-04 1.488E-04 6.153E-04 PA1 B109 V5 Middle 1.488E-04 2.260E-04 7.197E-04 PA1 B109 V5 End-J 4.728E-04 2.272E-04 7.413E-04 PA1 B110 V5 End-I 6.464E-04 3.056E-04 3.835E-04 PA1 B110 V5 Middle 1.988E-04 4.428E-04 2.092E-04 PA1 B110 V5 End-J 5.433E-04 2.594E-04 3.424E-04 PA1 B111 V5 End-I 4.864E-04 2.536E-04 3.171E-04 PA1 B111 V5 Middle 2.103E-04 4.246E-04 2.092E-04 PA1 B111 V5 End-J 6.881E-04 3.239E-04 4.247E-04 PA1 B112 V5 End-I 3.574E-04 2.260E-04 4.512E-04 PA1 B112 V5 Middle 1.264E-04 2.260E-04 3.066E-04 PA1 B112 V5 End-J 3.978E-04 2.260E-04 4.202E-04 PA1 B113 V5 End-I 2.260E-04 1.542E-04 5.075E-04 PA1 B113 V5 Middle 1.107E-04 1.589E-04 5.844E-04 PA1 B113 V5 End-J 3.462E-04 2.244E-04 6.073E-04 PA1 B114 V5 End-I 5.786E-04 2.753E-04 3.648E-04 PA1 B114 V5 Middle 1.795E-04 4.328E-04 2.092E-04 PA1 B114 V5 End-J 5.622E-04 2.680E-04 3.394E-04 PA1 B115 V5 End-I 2.260E-04 1.315E-04 5.694E-04 PA1 B115 V5 Middle 1.185E-04 2.192E-04 6.714E-04 PA1 B115 V5 End-J 3.718E-04 2.260E-04 6.943E-04 PA1 B116 V4 End-I 3.619E-04 1.367E-04 2.092E-04 PA1 B116 V4 Middle 2.514E-04 2.025E-04 2.092E-04 PA1 B116 V4 End-J 3.926E-04 2.260E-04 2.092E-04 PA1 B117 V4 End-I 3.572E-04 2.260E-04 3.973E-04 PA1 B117 V4 Middle 1.255E-04 2.442E-04 2.761E-04 PA1 B117 V4 End-J 3.950E-04 2.260E-04 4.052E-04 PA1 B118 V4 End-I 2.260E-04 1.329E-04 2.883E-04 PA1 B118 V4 Middle 6.689E-05 9.235E-05 2.092E-04 PA1 B118 V4 End-J 2.260E-04 1.233E-04 2.288E-04 PA1 B119 V4 End-I 2.340E-04 1.531E-04 4.367E-04 PA1 B119 V4 Middle 1.040E-04 1.688E-04 4.741E-04 PA1 B119 V4 End-J 3.244E-04 2.107E-04 4.996E-04 PA1 B120 V4 End-I 3.522E-04 2.260E-04 3.939E-04 PA1 B120 V4 Middle 1.215E-04 2.458E-04 2.715E-04
ETABS® v9.7.2 Concrete Frame Design Design Summary Output ACI 318-05/IBC 2003 Units: Ton-m
RVA CONSULTORES Pg20
Concrete Beam Design - Flexural & Shear Design Rebar Areas Story Beam Section Location Top Bottom Shear Level Bay Name Rebar Area Rebar Area Rebar Area PA1 B120 V4 End-J 3.817E-04 2.260E-04 4.006E-04 PA1 B121 V4 End-I 2.620E-04 2.215E-04 4.499E-04 PA1 B121 V4 Middle 1.022E-04 1.284E-04 4.744E-04 PA1 B121 V4 End-J 3.184E-04 2.212E-04 4.952E-04 PA1 B241 V20.30 End-I 1.597E-04 1.505E-04 2.664E-04 PA1 B241 V20.30 Middle 6.150E-05 8.947E-05 2.619E-04 PA1 B241 V20.30 End-J 1.895E-04 1.241E-04 3.219E-04 PB B77 V3 End-I 2.534E-04 4.673E-05 2.092E-04 PB B77 V3 Middle 7.937E-05 1.277E-04 2.092E-04 PB B77 V3 End-J 1.901E-04 9.398E-05 2.092E-04 PB B78 V1 End-I 5.434E-05 7.965E-05 3.015E-04 PB B78 V1 Middle 4.565E-05 5.644E-05 2.967E-04 PB B78 V1 End-J 1.856E-04 9.179E-05 4.095E-04 PB B79 V1 End-I 3.656E-05 8.435E-05 0.000 PB B79 V1 Middle 1.121E-04 7.561E-05 2.092E-04 PB B79 V1 End-J 2.260E-04 7.900E-05 2.092E-04 PB B80 V3 End-I 3.616E-04 2.260E-04 2.092E-04 PB B80 V3 Middle 1.154E-04 2.109E-04 2.092E-04 PB B80 V3 End-J 1.236E-04 1.280E-04 2.092E-04 PB B81 V1 End-I 6.197E-05 1.375E-04 2.909E-04 PB B81 V1 Middle 6.197E-05 7.380E-05 3.690E-04 PB B81 V1 End-J 2.260E-04 1.248E-04 4.631E-04 PB B82 V1 End-I 1.293E-04 2.260E-04 3.860E-04 PB B82 V1 Middle 1.293E-04 1.717E-04 5.350E-04 PB B82 V1 End-J 4.074E-04 2.260E-04 6.172E-04 PB B83 V3 End-I 2.976E-04 1.937E-04 2.092E-04 PB B83 V3 Middle 9.574E-05 2.180E-04 2.092E-04 PB B83 V3 End-J 2.260E-04 1.132E-04 2.092E-04 PB B84 V1 End-I 5.605E-05 9.045E-05 2.924E-04 PB B84 V1 Middle 5.605E-05 6.818E-05 3.002E-04 PB B84 V1 End-J 2.260E-04 1.128E-04 4.048E-04 PB B85 V1 End-I 1.017E-04 6.942E-05 3.088E-04 PB B85 V1 Middle 5.973E-05 8.140E-05 2.477E-04 PB B85 V1 End-J 2.260E-04 1.203E-04 3.444E-04 PB B86 V3 End-I 2.260E-04 1.188E-04 2.092E-04 PB B86 V3 Middle 7.762E-05 1.389E-04 0.000 PB B86 V3 End-J 2.396E-04 1.567E-04 2.092E-04 PB B87 V1 End-I 8.158E-05 4.060E-05 2.242E-04 PB B87 V1 Middle 5.489E-05 1.564E-04 2.148E-04 PB B87 V1 End-J 1.094E-04 5.437E-05 2.690E-04 PB B88 V1 End-I 1.920E-04 9.494E-05 2.937E-04 PB B88 V1 Middle 4.721E-05 4.870E-05 2.318E-04 PB B88 V1 End-J 1.092E-04 6.503E-05 2.638E-04 PB B89 V3 End-I 2.260E-04 1.440E-04 2.092E-04 PB B89 V3 Middle 7.579E-05 2.061E-04 0.000 PB B89 V3 End-J 2.337E-04 1.529E-04 2.092E-04 PB B90 V1 End-I 6.992E-05 4.051E-05 2.348E-04 PB B90 V1 Middle 3.171E-05 3.197E-05 2.092E-04 PB B90 V1 End-J 1.283E-04 6.366E-05 2.787E-04 PB B91 V1 End-I 2.260E-04 1.222E-04 3.296E-04 PB B91 V1 Middle 6.065E-05 9.423E-05 2.536E-04 PB B91 V1 End-J 1.093E-04 6.389E-05 2.617E-04
ETABS® v9.7.2 Concrete Frame Design Design Summary Output ACI 318-05/IBC 2003 Units: Ton-m
RVA CONSULTORES Pg21
Concrete Beam Design - Flexural & Shear Design Rebar Areas Story Beam Section Location Top Bottom Shear Level Bay Name Rebar Area Rebar Area Rebar Area
PB B92 V3 End-I 2.472E-04 1.616E-04 2.092E-04 PB B92 V3 Middle 8.003E-05 2.197E-04 2.092E-04 PB B92 V3 End-J 2.260E-04 1.375E-04 2.092E-04 PB B93 V1 End-I 9.717E-05 6.876E-05 3.234E-04 PB B93 V1 Middle 5.427E-05 6.472E-05 2.754E-04 PB B93 V1 End-J 2.213E-04 1.092E-04 3.880E-04 PB B94 V1 End-I 1.726E-04 8.543E-05 2.953E-04 PB B94 V1 Middle 4.250E-05 1.009E-04 2.109E-04 PB B94 V1 End-J 1.603E-04 7.941E-05 2.662E-04 PB B95 V1 End-I 1.590E-04 7.878E-05 2.092E-04 PB B95 V1 Middle 5.918E-05 1.190E-04 0.000 PB B95 V1 End-J 2.260E-04 1.192E-04 2.092E-04 PB B96 V1 End-I 7.974E-05 6.405E-05 2.636E-04 PB B96 V1 Middle 3.650E-05 4.044E-05 2.354E-04 PB B96 V1 End-J 1.479E-04 7.331E-05 3.169E-04 PB B97 V1 End-I 1.724E-04 8.532E-05 3.079E-04 PB B97 V1 Middle 4.245E-05 7.059E-05 2.380E-04 PB B97 V1 End-J 4.245E-05 6.771E-05 2.232E-04 PB B98 V1 End-I 1.315E-04 1.885E-04 2.910E-04 PB B98 V1 Middle 8.932E-05 6.304E-05 3.228E-04 PB B98 V1 End-J 8.423E-06 1.555E-05 2.092E-04 PB B99 V1 End-I 3.137E-05 1.566E-05 2.092E-04 PB B99 V1 Middle 1.168E-05 9.219E-06 2.092E-04 PB B99 V1 End-J 7.872E-06 7.822E-06 2.092E-04 PB B100 V1 End-I 3.574E-05 7.804E-06 2.092E-04 PB B100 V1 Middle 1.444E-05 1.907E-05 2.092E-04 PB B100 V1 End-J 3.031E-05 1.513E-05 2.092E-04 PB B101 V1 End-I 8.581E-06 4.289E-06 2.092E-04 PB B101 V1 Middle 2.693E-06 2.693E-06 2.092E-04 PB B101 V1 End-J 1.078E-05 5.389E-06 2.092E-04 PB B102 V1 End-I 9.770E-06 4.754E-06 2.092E-04 PB B102 V1 Middle 2.236E-06 8.622E-06 2.092E-04 PB B102 V1 End-J 5.681E-06 5.472E-06 2.092E-04 PB B103 V1 End-I 2.102E-05 1.050E-05 2.092E-04 PB B103 V1 Middle 1.226E-05 8.293E-06 2.092E-04 PB B103 V1 End-J 2.592E-05 2.616E-05 2.092E-04 PB B104 V2 End-I 8.108E-04 3.770E-04 6.547E-04 PB B104 V2 Middle 2.260E-04 5.560E-04 2.262E-04 PB B104 V2 End-J 6.214E-04 2.945E-04 5.875E-04 PB B105 V2 End-I 6.055E-04 2.874E-04 5.713E-04 PB B105 V2 Middle 2.260E-04 4.301E-04 2.369E-04 PB B105 V2 End-J 7.686E-04 3.589E-04 6.628E-04 PB B106 V2 End-I 3.455E-04 2.260E-04 3.157E-04 PB B106 V2 Middle 1.108E-04 2.550E-04 2.092E-04 PB B106 V2 End-J 3.464E-04 2.245E-04 2.092E-04 PB B107 V2 End-I 2.260E-04 1.176E-04 6.008E-04 PB B107 V2 Middle 7.881E-05 1.639E-04 4.578E-04 PB B107 V2 End-J 2.433E-04 1.591E-04 6.348E-04 PB B108 V2 End-I 7.036E-04 3.307E-04 6.287E-04 PB B108 V2 Middle 2.146E-04 5.430E-04 2.092E-04 PB B108 V2 End-J 6.343E-04 3.002E-04 5.716E-04 PB B109 V2 End-I 1.919E-04 9.487E-05 6.462E-04
ETABS® v9.7.2 Concrete Frame Design Design Summary Output ACI 318-05/IBC 2003 Units: Ton-m
RVA CONSULTORES Pg22
Concrete Beam Design - Flexural & Shear Design Rebar Areas Story Beam Section Location Top Bottom Shear Level Bay Name Rebar Area Rebar Area Rebar Area
PB B109 V2 Middle 9.209E-05 2.260E-04 6.835E-04 PB B109 V2 End-J 2.858E-04 1.862E-04 7.051E-04 PB B110 V2 End-I 5.979E-04 2.840E-04 3.939E-04 PB B110 V2 Middle 1.850E-04 4.419E-04 2.092E-04 PB B110 V2 End-J 4.466E-04 2.431E-04 3.366E-04 PB B111 V2 End-I 4.152E-04 2.479E-04 3.229E-04 PB B111 V2 Middle 1.832E-04 4.246E-04 2.092E-04 PB B111 V2 End-J 5.913E-04 2.810E-04 4.143E-04 PB B112 V2 End-I 2.698E-04 1.934E-04 4.544E-04 PB B112 V2 Middle 9.614E-05 2.260E-04 3.067E-04 PB B112 V2 End-J 2.989E-04 1.945E-04 4.202E-04 PB B113 V2 End-I 1.555E-04 7.707E-05 5.318E-04 PB B113 V2 Middle 5.863E-05 1.156E-04 5.650E-04 PB B113 V2 End-J 2.260E-04 1.181E-04 5.879E-04 PB B114 V2 End-I 5.127E-04 2.455E-04 3.662E-04 PB B114 V2 Middle 1.605E-04 4.323E-04 2.092E-04 PB B114 V2 End-J 4.688E-04 2.329E-04 3.261E-04 PB B115 V2 End-I 1.614E-04 7.994E-05 6.132E-04 PB B115 V2 Middle 5.957E-05 2.206E-04 6.331E-04 PB B115 V2 End-J 2.260E-04 1.200E-04 6.560E-04 PB B116 V1 End-I 2.030E-04 2.260E-04 0.002 PB B116 V1 Middle 1.398E-04 1.056E-04 0.002 PB B116 V1 End-J 1.002E-05 6.704E-06 0.000 PB B117 V1 End-I 2.585E-05 1.291E-05 2.092E-04 PB B117 V1 Middle 9.874E-06 7.827E-06 2.092E-04 PB B117 V1 End-J 9.346E-06 6.449E-06 2.092E-04 PB B118 V1 End-I 3.484E-05 8.281E-06 2.092E-04 PB B118 V1 Middle 1.388E-05 1.860E-05 2.092E-04 PB B118 V1 End-J 3.219E-05 1.607E-05 2.092E-04 PB B119 V1 End-I 6.658E-06 3.328E-06 2.092E-04 PB B119 V1 Middle 6.792E-06 3.206E-06 2.092E-04 PB B119 V1 End-J 1.284E-05 6.414E-06 2.092E-04 PB B120 V1 End-I 8.780E-06 5.429E-06 2.092E-04 PB B120 V1 Middle 2.193E-06 6.449E-06 2.092E-04 PB B120 V1 End-J 5.142E-06 4.098E-06 2.092E-04 PB B121 V1 End-I 1.861E-05 9.294E-06 2.092E-04 PB B121 V1 Middle 1.003E-05 9.972E-06 2.092E-04 PB B121 V1 End-J 2.688E-05 2.073E-05 2.092E-04 PB B122 V1 End-I 1.433E-04 7.106E-05 0.000 PB B122 V1 Middle 3.752E-05 1.027E-04 0.000 PB B122 V1 End-J 1.521E-04 7.536E-05 0.000 PB B123 V1 End-I 4.331E-05 2.160E-05 2.354E-04 PB B123 V1 Middle 1.147E-05 2.800E-05 2.092E-04 PB B123 V1 End-J 4.607E-05 2.298E-05 2.370E-04 PB B124 V1 End-I 6.111E-05 3.045E-05 2.290E-04 PB B124 V1 Middle 1.569E-05 4.632E-05 2.092E-04 PB B124 V1 End-J 6.312E-05 3.144E-05 2.298E-04 PB B125 V1 End-I 2.482E-05 1.783E-05 2.092E-04 PB B125 V1 Middle 5.182E-05 3.440E-05 2.092E-04 PB B125 V1 End-J 7.176E-05 4.742E-05 2.092E-04 PB B126 V2 End-I 3.503E-04 2.260E-04 7.402E-04 PB B126 V2 Middle 1.120E-04 2.260E-04 5.794E-04
ETABS® v9.7.2 Concrete Frame Design Design Summary Output ACI 318-05/IBC 2003 Units: Ton-m
RVA CONSULTORES Pg23
Concrete Beam Design - Flexural & Shear Design Rebar Areas Story Beam Section Location Top Bottom Shear Level Bay Name Rebar Area Rebar Area Rebar Area
PB B126 V2 End-J 2.260E-04 1.405E-04 6.923E-04 PB B127 V2 End-I 2.414E-04 1.579E-04 7.227E-04 PB B127 V2 Middle 7.822E-05 1.709E-04 6.998E-04 PB B127 V2 End-J 2.260E-04 1.247E-04 6.722E-04 PB B128 V1 End-I 1.885E-05 1.885E-05 2.092E-04 PB B128 V1 Middle 4.559E-05 2.765E-05 2.092E-04 PB B128 V1 End-J 7.591E-05 4.413E-05 2.092E-04 PB B241 V20.30 End-I 7.262E-05 8.599E-05 2.190E-04 PB B241 V20.30 Middle 4.761E-05 6.956E-05 2.345E-04 PB B241 V20.30 End-J 1.875E-04 9.585E-05 2.944E-04
BASE B107 VCIM40.60 End-I 5.397E-04 2.671E-04 4.706E-04 BASE B107 VCIM40.60 Middle 3.441E-04 1.329E-04 4.289E-04 BASE B107 VCIM40.60 End-J 2.611E-04 1.329E-04 3.456E-04 BASE B113 VCIM40.60 End-I 4.406E-04 2.185E-04 3.980E-04 BASE B113 VCIM40.60 Middle 2.466E-04 1.088E-04 3.564E-04 BASE B113 VCIM40.60 End-J 2.836E-04 1.410E-04 3.348E-04 BASE B610 VCIM40.60 End-I 1.497E-04 4.428E-04 3.348E-04 BASE B610 VCIM40.60 Middle 1.724E-04 3.552E-04 0.000 BASE B610 VCIM40.60 End-J 6.094E-04 3.012E-04 3.348E-04 BASE B611 VCIM40.60 End-I 1.215E-04 3.274E-04 3.348E-04 BASE B611 VCIM40.60 Middle 1.290E-04 2.858E-04 0.000 BASE B611 VCIM40.60 End-J 4.930E-04 2.442E-04 0.000 BASE B612 VCIM40.60 End-I 3.501E-04 1.739E-04 0.000 BASE B612 VCIM40.60 Middle 8.667E-05 1.576E-04 0.000 BASE B612 VCIM40.60 End-J 8.667E-05 1.966E-04 3.348E-04 BASE B613 VCIM40.60 End-I 3.046E-04 1.514E-04 0.000 BASE B613 VCIM40.60 Middle 7.549E-05 1.443E-04 0.000 BASE B613 VCIM40.60 End-J 7.549E-05 1.651E-04 0.000 BASE B614 VCIM65.60 End-I 3.424E-04 2.222E-04 5.440E-04 BASE B614 VCIM65.60 Middle 1.429E-04 4.861E-04 5.440E-04 BASE B614 VCIM65.60 End-J 0.000 6.033E-04 5.440E-04 BASE B615 VCIM65.60 End-I 5.534E-04 3.324E-04 5.440E-04 BASE B615 VCIM65.60 Middle 2.628E-04 7.252E-04 5.440E-04 BASE B615 VCIM65.60 End-J 0.000 9.353E-04 5.440E-04 BASE B616 VCIM65.60 End-I 3.290E-04 2.650E-04 5.440E-04 BASE B616 VCIM65.60 Middle 1.472E-04 4.282E-04 5.440E-04 BASE B616 VCIM65.60 End-J 1.492E-04 5.307E-04 5.440E-04 BASE B623 V20.30 End-I 3.971E-06 1.985E-06 1.674E-04 BASE B623 V20.30 Middle 2.209E-05 9.812E-06 1.674E-04 BASE B623 V20.30 End-J 3.941E-05 1.965E-05 1.674E-04
ETABS® v9.7.2 Composite Beam Design Design Summary Output AISC-LRFD05 Units: Ton-m
RVA CONSULTORES Pg1
ANEXO 2.2 DISEÑO ESTRUCTURAL DE VIGAS SECUNDARIAS
ETABS v9.7.2 File:EDF TORRES 14 Units:Kgf-cm diciembre 26, 2012 15:04 PAGE 1
S U M M A R Y O F C O M P O S I T E B E A M O U T P U T
Story Beam Section Beam Stud Stud Beam Beam Passed/
Level Label Name Fy Diameter Layout/Total Shored Camber Failed
CG B198 IPE100 2549.290 2.000 3 No 0.000 Passed
CG B199 IPE100 2549.290 2.000 3 No 0.000 Passed
CG B200 IPE100 2549.290 2.000 3 No 0.000 Passed
T B162 IPE140 2549.290 2.000 6 No 2.540 Passed
T B170 IPE120 2549.290 2.000 4 No 0.000 Passed
T B213 IPE100 2549.290 2.000 3 No 0.000 Passed
T B214 IPE100 2549.290 2.000 3 No 0.000 Passed
T B215 IPE100 2549.290 2.000 3 No 0.000 Passed
T B216 IPE120 2549.290 2.000 4 No 0.000 Passed
T B217 IPE120 2549.290 2.000 4 No 0.000 Passed
T B218 IPE120 2549.290 2.000 4 No 0.000 Passed
T B219 IPE120 2549.290 2.000 4 No 0.000 Passed
T B220 IPE120 2549.290 2.000 4 No 0.000 Passed
T B221 IPE120 2549.290 2.000 4 No 0.000 Passed
T B222 IPE100 2549.290 2.000 3 No 0.000 Passed
T B223 IPE100 2549.290 2.000 3 No 0.000 Passed
T B224 IPE100 2549.290 2.000 3 No 0.000 Passed
T B227 IPE120 2549.290 2.000 4 No 0.000 Passed
T B228 IPE120 2549.290 2.000 4 No 0.000 Passed
T B229 IPE120 2549.290 2.000 4 No 0.000 Passed
T B230 IPE120 2549.290 2.000 4 No 0.000 Passed
T B231 IPE120 2549.290 2.000 4 No 0.000 Passed
T B232 IPE100 2549.290 2.000 3 No 0.000 Passed
T B233 IPE100 2549.290 2.000 3 No 0.000 Passed
T B234 IPE100 2549.290 2.000 3 No 0.000 Passed
T B239 IPE100 2549.290 2.000 3 No 0.000 Passed
T B240 IPE120 2549.290 2.000 4 No 0.000 Passed
T B557 IPE140 2549.290 2.000 6 No 2.540 Passed
T B558 IPE140 2549.290 2.000 6 No 2.540 Passed
T B559 IPE140 2549.290 2.000 6 No 2.540 Passed
T B560 IPE140 2549.290 2.000 6 No 2.540 Passed
T B561 IPE180 2549.290 2.000 6 No 1.905 Passed
T B562 IPE180 2549.290 2.000 6 No 1.905 Passed
T B563 IPE160 2549.290 2.000 6 No 1.905 Passed
T B564 IPE160 2549.290 2.000 6 No 0.000 Passed
T B568 IPE140 2549.290 2.000 6 No 2.540 Passed
T B569 IPE140 2549.290 2.000 6 No 2.540 Passed
T B570 IPE140 2549.290 2.000 6 No 2.540 Passed
T B571 IPE140 2549.290 2.000 6 No 2.540 Passed
T B572 IPE140 2549.290 2.000 6 No 2.540 Passed
T B573 IPE140 2549.290 2.000 6 No 2.540 Passed
T B574 IPE140 2549.290 2.000 6 No 2.540 Passed
T B575 IPE140 2549.290 2.000 6 No 2.540 Passed
T B576 IPE140 2549.290 2.000 6 No 2.540 Passed
T B577 IPE100 2549.290 2.000 3 No 0.000 Passed
T B578 IPE100 2549.290 2.000 3 No 0.000 Passed
T B579 IPE100 2549.290 2.000 3 No 0.000 Passed
PA3 B162 IPE160 2549.290 2.000 6 No 1.905 Passed
PA3 B170 IPE120 2549.290 2.000 4 No 0.000 Passed
PA3 B213 IPE120 2549.290 2.000 3 No 0.000 Passed
PA3 B214 IPE120 2549.290 2.000 3 No 0.000 Passed
PA3 B215 IPE120 2549.290 2.000 3 No 0.000 Passed
PA3 B216 IPE140 2549.290 2.000 4 No 0.000 Passed
PA3 B217 IPE140 2549.290 2.000 4 No 0.000 Passed
ETABS® v9.7.2 Composite Beam Design Design Summary Output AISC-LRFD05 Units: Ton-m
RVA CONSULTORES Pg2
PA3 B218 IPE140 2549.290 2.000 4 No 0.000 Passed
PA3 B219 IPE140 2549.290 2.000 4 No 0.000 Passed
PA3 B220 IPE140 2549.290 2.000 4 No 0.000 Passed
PA3 B221 IPE140 2549.290 2.000 4 No 0.000 Passed
PA3 B222 IPE120 2549.290 2.000 3 No 0.000 Passed
PA3 B223 IPE120 2549.290 2.000 3 No 0.000 Passed
PA3 B224 IPE120 2549.290 2.000 3 No 0.000 Passed
PA3 B227 IPE140 2549.290 2.000 4 No 0.000 Passed
PA3 B228 IPE140 2549.290 2.000 4 No 0.000 Passed
PA3 B229 IPE140 2549.290 2.000 4 No 0.000 Passed
PA3 B230 IPE140 2549.290 2.000 4 No 0.000 Passed
PA3 B231 IPE140 2549.290 2.000 4 No 0.000 Passed
PA3 B232 IPE120 2549.290 2.000 3 No 0.000 Passed
PA3 B233 IPE120 2549.290 2.000 3 No 0.000 Passed
PA3 B234 IPE120 2549.290 2.000 3 No 0.000 Passed
PA3 B239 IPE120 2549.290 2.000 3 No 0.000 Passed
PA3 B240 IPE140 2549.290 2.000 4 No 0.000 Passed
PA3 B557 IPE180 2549.290 2.000 6 No 0.000 Passed
PA3 B558 IPE180 2549.290 2.000 6 No 0.000 Passed
PA3 B559 IPE180 2549.290 2.000 6 No 0.000 Passed
PA3 B560 IPE180 2549.290 2.000 6 No 0.000 Passed
PA3 B561 IPE180 2549.290 2.000 6 No 0.000 Passed
PA3 B562 IPE180 2549.290 2.000 6 No 0.000 Passed
PA3 B563 IPE180 2549.290 2.000 6 No 0.000 Passed
PA3 B564 IPE180 2549.290 2.000 6 No 0.000 Passed
PA3 B568 IPE160 2549.290 2.000 6 No 1.905 Passed
PA3 B569 IPE160 2549.290 2.000 6 No 1.905 Passed
PA3 B570 IPE160 2549.290 2.000 6 No 1.905 Passed
PA3 B571 IPE180 2549.290 2.000 6 No 0.000 Passed
PA3 B572 IPE180 2549.290 2.000 6 No 0.000 Passed
PA3 B573 IPE180 2549.290 2.000 6 No 0.000 Passed
PA3 B574 IPE180 2549.290 2.000 6 No 0.000 Passed
PA3 B575 IPE180 2549.290 2.000 6 No 0.000 Passed
PA3 B576 IPE180 2549.290 2.000 6 No 0.000 Passed
PA3 B577 IPE120 2549.290 2.000 3 No 0.000 Passed
PA3 B578 IPE120 2549.290 2.000 3 No 0.000 Passed
PA3 B579 IPE120 2549.290 2.000 3 No 0.000 Passed
PA2 B162 IPE160 2549.290 2.000 6 No 1.905 Passed
PA2 B170 IPE120 2549.290 2.000 4 No 0.000 Passed
PA2 B213 IPE120 2549.290 2.000 3 No 0.000 Passed
PA2 B214 IPE120 2549.290 2.000 3 No 0.000 Passed
PA2 B215 IPE120 2549.290 2.000 3 No 0.000 Passed
PA2 B216 IPE140 2549.290 2.000 4 No 0.000 Passed
PA2 B217 IPE140 2549.290 2.000 4 No 0.000 Passed
PA2 B218 IPE140 2549.290 2.000 4 No 0.000 Passed
PA2 B219 IPE140 2549.290 2.000 4 No 0.000 Passed
PA2 B220 IPE140 2549.290 2.000 4 No 0.000 Passed
PA2 B221 IPE140 2549.290 2.000 4 No 0.000 Passed
PA2 B222 IPE120 2549.290 2.000 3 No 0.000 Passed
PA2 B223 IPE120 2549.290 2.000 3 No 0.000 Passed
PA2 B224 IPE120 2549.290 2.000 3 No 0.000 Passed
PA2 B227 IPE140 2549.290 2.000 4 No 0.000 Passed
PA2 B228 IPE140 2549.290 2.000 4 No 0.000 Passed
PA2 B229 IPE140 2549.290 2.000 4 No 0.000 Passed
PA2 B230 IPE140 2549.290 2.000 4 No 0.000 Passed
PA2 B231 IPE140 2549.290 2.000 4 No 0.000 Passed
PA2 B232 IPE120 2549.290 2.000 3 No 0.000 Passed
PA2 B233 IPE120 2549.290 2.000 3 No 0.000 Passed
PA2 B234 IPE120 2549.290 2.000 3 No 0.000 Passed
PA2 B239 IPE120 2549.290 2.000 3 No 0.000 Passed
PA2 B240 IPE140 2549.290 2.000 4 No 0.000 Passed
PA2 B557 IPE180 2549.290 2.000 6 No 0.000 Passed
PA2 B558 IPE180 2549.290 2.000 6 No 0.000 Passed
PA2 B559 IPE180 2549.290 2.000 6 No 0.000 Passed
PA2 B560 IPE180 2549.290 2.000 6 No 0.000 Passed
PA2 B561 IPE180 2549.290 2.000 6 No 0.000 Passed
PA2 B562 IPE180 2549.290 2.000 6 No 0.000 Passed
ETABS® v9.7.2 Composite Beam Design Design Summary Output AISC-LRFD05 Units: Ton-m
RVA CONSULTORES Pg3
PA2 B563 IPE180 2549.290 2.000 6 No 0.000 Passed
PA2 B564 IPE180 2549.290 2.000 6 No 0.000 Passed
PA2 B568 IPE160 2549.290 2.000 6 No 1.905 Passed
PA2 B569 IPE160 2549.290 2.000 6 No 1.905 Passed
PA2 B570 IPE160 2549.290 2.000 6 No 1.905 Passed
PA2 B571 IPE180 2549.290 2.000 6 No 0.000 Passed
PA2 B572 IPE180 2549.290 2.000 6 No 0.000 Passed
PA2 B573 IPE180 2549.290 2.000 6 No 0.000 Passed
PA2 B574 IPE180 2549.290 2.000 6 No 0.000 Passed
PA2 B575 IPE180 2549.290 2.000 6 No 0.000 Passed
PA2 B576 IPE180 2549.290 2.000 6 No 0.000 Passed
PA2 B577 IPE120 2549.290 2.000 3 No 0.000 Passed
PA2 B578 IPE120 2549.290 2.000 3 No 0.000 Passed
PA2 B579 IPE120 2549.290 2.000 3 No 0.000 Passed
PA1 B162 IPE160 2549.290 2.000 6 No 1.905 Passed
PA1 B170 IPE120 2549.290 2.000 4 No 0.000 Passed
PA1 B213 IPE120 2549.290 2.000 3 No 0.000 Passed
PA1 B214 IPE120 2549.290 2.000 3 No 0.000 Passed
PA1 B215 IPE120 2549.290 2.000 3 No 0.000 Passed
PA1 B216 IPE140 2549.290 2.000 4 No 0.000 Passed
PA1 B217 IPE140 2549.290 2.000 4 No 0.000 Passed
PA1 B218 IPE140 2549.290 2.000 4 No 0.000 Passed
PA1 B219 IPE140 2549.290 2.000 4 No 0.000 Passed
PA1 B220 IPE140 2549.290 2.000 4 No 0.000 Passed
PA1 B221 IPE140 2549.290 2.000 4 No 0.000 Passed
PA1 B222 IPE120 2549.290 2.000 3 No 0.000 Passed
PA1 B223 IPE120 2549.290 2.000 3 No 0.000 Passed
PA1 B224 IPE120 2549.290 2.000 3 No 0.000 Passed
PA1 B227 IPE140 2549.290 2.000 4 No 0.000 Passed
PA1 B228 IPE140 2549.290 2.000 4 No 0.000 Passed
PA1 B229 IPE140 2549.290 2.000 4 No 0.000 Passed
PA1 B230 IPE140 2549.290 2.000 4 No 0.000 Passed
PA1 B231 IPE140 2549.290 2.000 4 No 0.000 Passed
PA1 B232 IPE120 2549.290 2.000 3 No 0.000 Passed
PA1 B233 IPE120 2549.290 2.000 3 No 0.000 Passed
PA1 B234 IPE120 2549.290 2.000 3 No 0.000 Passed
PA1 B239 IPE120 2549.290 2.000 3 No 0.000 Passed
PA1 B240 IPE140 2549.290 2.000 4 No 0.000 Passed
PA1 B557 IPE180 2549.290 2.000 6 No 0.000 Passed
PA1 B558 IPE180 2549.290 2.000 6 No 0.000 Passed
PA1 B559 IPE180 2549.290 2.000 6 No 0.000 Passed
PA1 B560 IPE180 2549.290 2.000 6 No 0.000 Passed
PA1 B561 IPE180 2549.290 2.000 6 No 0.000 Passed
PA1 B562 IPE180 2549.290 2.000 6 No 0.000 Passed
PA1 B563 IPE180 2549.290 2.000 6 No 0.000 Passed
PA1 B564 IPE180 2549.290 2.000 6 No 0.000 Passed
PA1 B568 IPE160 2549.290 2.000 6 No 1.905 Passed
PA1 B569 IPE160 2549.290 2.000 6 No 1.905 Passed
PA1 B570 IPE160 2549.290 2.000 6 No 1.905 Passed
PA1 B571 IPE180 2549.290 2.000 6 No 0.000 Passed
PA1 B572 IPE180 2549.290 2.000 6 No 0.000 Passed
PA1 B573 IPE180 2549.290 2.000 6 No 0.000 Passed
PA1 B574 IPE180 2549.290 2.000 6 No 0.000 Passed
PA1 B575 IPE180 2549.290 2.000 6 No 0.000 Passed
PA1 B576 IPE180 2549.290 2.000 6 No 0.000 Passed
PA1 B577 IPE120 2549.290 2.000 3 No 0.000 Passed
PA1 B578 IPE120 2549.290 2.000 3 No 0.000 Passed
PA1 B579 IPE120 2549.290 2.000 3 No 0.000 Passed
PB B162 IPE160 2549.290 2.000 6 No 1.905 Passed
PB B170 IPE120 2549.290 2.000 4 No 0.000 Passed
PB B204 IPE140 2549.290 2.000 4 No 0.000 Passed
PB B205 IPE140 2549.290 2.000 4 No 0.000 Passed
PB B206 IPE120 2549.290 2.000 3 No 0.000 Passed
PB B207 IPE120 2549.290 2.000 3 No 0.000 Passed
PB B213 IPE120 2549.290 2.000 3 No 0.000 Passed
PB B214 IPE120 2549.290 2.000 3 No 0.000 Passed
PB B215 IPE120 2549.290 2.000 3 No 0.000 Passed
ETABS® v9.7.2 Composite Beam Design Design Summary Output AISC-LRFD05 Units: Ton-m
RVA CONSULTORES Pg4
PB B216 IPE140 2549.290 2.000 4 No 0.000 Passed
PB B217 IPE140 2549.290 2.000 4 No 0.000 Passed
PB B218 IPE140 2549.290 2.000 4 No 0.000 Passed
PB B219 IPE140 2549.290 2.000 4 No 0.000 Passed
PB B220 IPE140 2549.290 2.000 4 No 0.000 Passed
PB B221 IPE140 2549.290 2.000 4 No 0.000 Passed
PB B222 IPE120 2549.290 2.000 3 No 0.000 Passed
PB B223 IPE120 2549.290 2.000 3 No 0.000 Passed
PB B224 IPE120 2549.290 2.000 3 No 0.000 Passed
PB B227 IPE140 2549.290 2.000 4 No 0.000 Passed
PB B228 IPE140 2549.290 2.000 4 No 0.000 Passed
PB B229 IPE140 2549.290 2.000 4 No 0.000 Passed
PB B230 IPE140 2549.290 2.000 4 No 0.000 Passed
PB B231 IPE140 2549.290 2.000 4 No 0.000 Passed
PB B232 IPE120 2549.290 2.000 3 No 0.000 Passed
PB B233 IPE120 2549.290 2.000 3 No 0.000 Passed
PB B234 IPE120 2549.290 2.000 3 No 0.000 Passed
PB B239 IPE120 2549.290 2.000 3 No 0.000 Passed
PB B240 IPE140 2549.290 2.000 4 No 0.000 Passed
PB B554 IPE160 2549.290 2.000 6 No 1.905 Passed
PB B555 IPE160 2549.290 2.000 6 No 1.905 Passed
PB B556 IPE160 2549.290 2.000 6 No 1.905 Passed
PB B557 IPE180 2549.290 2.000 6 No 0.000 Passed
PB B558 IPE180 2549.290 2.000 6 No 0.000 Passed
PB B559 IPE180 2549.290 2.000 6 No 0.000 Passed
PB B560 IPE180 2549.290 2.000 6 No 0.000 Passed
PB B561 IPE180 2549.290 2.000 6 No 0.000 Passed
PB B562 IPE180 2549.290 2.000 6 No 0.000 Passed
PB B563 IPE180 2549.290 2.000 6 No 0.000 Passed
PB B564 IPE180 2549.290 2.000 6 No 0.000 Passed
PB B568 IPE160 2549.290 2.000 6 No 1.905 Passed
PB B569 IPE160 2549.290 2.000 6 No 1.905 Passed
PB B570 IPE160 2549.290 2.000 6 No 1.905 Passed
PB B571 IPE180 2549.290 2.000 6 No 0.000 Passed
PB B572 IPE180 2549.290 2.000 6 No 0.000 Passed
PB B573 IPE180 2549.290 2.000 6 No 0.000 Passed
PB B574 IPE180 2549.290 2.000 6 No 0.000 Passed
PB B575 IPE180 2549.290 2.000 6 No 0.000 Passed
PB B576 IPE180 2549.290 2.000 6 No 0.000 Passed
PB B577 IPE120 2549.290 2.000 3 No 0.000 Passed
PB B578 IPE120 2549.290 2.000 3 No 0.000 Passed
PB B579 IPE120 2549.290 2.000 3 No 0.000 Passed