INFORME ESTRUCTURAL EDIFICACION

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

[RVA CONSULTORES] Memoria de Cálculo Estructural – Edf. GALTIERI

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


2012002‐30‐ST‐XLS‐01 Pág.3

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


2012002‐30‐ST‐XLS‐01 Pág.4

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

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2012002‐30‐ST‐XLS‐01 Pág.8

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


2012002‐30‐ST‐XLS‐01 Pág.9

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


2012002‐30‐ST‐XLS‐01 Pág.10

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


2012002‐30‐ST‐XLS‐01 Pág.11

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


2012002‐30‐ST‐XLS‐01 Pág.12

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


2012002‐30‐ST‐XLS‐01 Pág.13

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


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


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.


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





4 MinPress -1.677 UDCONN2 Combinación 1.110E-14 1182.500













11 MaxPress 0.014 UDCONN2 Combinación 0.000 3210.000


































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

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000

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00

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000

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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


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


RVA CONSULTORES Pg2



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 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 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


RVA CONSULTORES Pg3





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


RVA CONSULTORES Pg4


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


RVA CONSULTORES Pg5


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 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


RVA CONSULTORES Pg6





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 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


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 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 C21 C30X50.1 0.412 0.306 0.663 0.318 PA2 C21 C30X50.1 0.380 0.322 0.679 0.373


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










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


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




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




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



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



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



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



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



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



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




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




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




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


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


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


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

INFORME ESTRUCTURAL EDIFICACION

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Transcript of INFORME ESTRUCTURAL EDIFICACION