Memorias de Calculo - Restaurante La Aurora - Curaduria - Columnas Felxion

[DISEÑO ESTRUCTURAL]

PROPIETARIO:

CESAR AUGUSTO RUEDA HERRERA

PROYECTO:

DISEÑO ESTRUCTURAL

PARA EL REFORZAMIENTO

ESTRUCTURAL DE UN INMUEBLE UBICADO EN LA CARREA 32 #33-45

BUCARAMANGA - SANTANDER

ING. CALCULISTA:

ING. ALVARO RONDON GALVIS Mat. 68202-03294 STD


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DISEÑO EDIFICACION

NORMA: REGLAMENTO COLOMBIANO DE CONSTRUCCIÓN

SISMO RESISTENTE NSR-10

ESPECIFICACIONES:

Concreto f´c = 21 Mpa (3000 psi)

Acero fx = 420 Mpa (60000 psi) Ø 3/8” (corrugado) Grupo de Uso: I

Grado de disipación de energía: DES

Capacidad portante: 29.62 Tn/m2

SISTEMA CONSTRUCTIVO: SISTEMA ESTRUCTURAL TIPO PORTICO

1. ANÁLISIS ESTRUCTURAL

ZONA DE RIESGO SÍSMICO: Alto, Bucaramanga – Santander

SISTEMA ESTRUCTURAL A OPTAR:

Sistema tipo pórtico resistente a momentos, según el reglamento colombiano de construcción sismo

resistente NSR-10.


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2. SELECCIÓN DE DIMENSIONES

DESCRIPCIÓN

El proyecto consiste en diseñar una estructura tipo pórtico destinada para ocupación de oficinas y restaurante.

El proyecto contempla el reforzamiento de un entrepiso y la construcción de otro para un total de tres (3) niveles.

La cimentación es de cimientos superficiales de tipo zapatas excéntricas con vigas de enlace y céntrica con viga de amarre.

3. CALCULO DE CARGAS

3.1 Entrepiso DETERMINACIÓN DE CARGA MUERTA

Peso por m2

Placa Maciza 2.40 Piso y Cielo Raso 1.20 Muros Divisorios 2.40

TOTAL: 6.00 KN /m2

DETERMINACIÓN CARGA VIVA

De acuerdo a la norma artículo B.4.2.1 la carga para oficina es:

C.V. C.V. C.V.

Corredores y Escaleras Oficina Restaurante

= = =

3.00 KN/m2

2.00 KN/m2

5.00 KN / m2


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3.2 Combinaciones de Cargas

W = 1.4 CM

W = 1.2 CM + 1.6 CV

W = 1.2 CM + 1.6 CV + 0.8 CW

W = 1.2 CM + 1.6 CW + 1.0 CV

W = 1.2 CM + 1.0 CV + SISMOX + SISMO Y

W = 1.20CM + 1.0 CV + SISMOX - SISMO Y

W = 1.20CM + 1.0 CV - SISMOX - SISMO Y

W = 1.20CM + 1.0 CV - SISMOX + SISMO Y

W = 1.20CM + 1.0 CV + SISMOY + SISMO X

W = 1.20CM + 1.0 CV + SISMOY - SISMO X

W = 1.20CM + 1.0 CV - SISMOY - SISMO X

W = 1.20CM + 1.0 CV SISMOY + SISMO X

W = 0.90 CM + 1.6 CW

W = 0.90 CM + SISMOX + SISMO Y

W = 0.90 CM + SISMOX - SISMO Y

W = 0.90 CM + SISMOX - SISMO Y

W = 0.90 CM + SISMOX + SISMO Y

W = 0.90 CM + SISMOY + SISMO X

W = 0.90 CM + SISMOY - SISMO X

W = 0.90 CM + SISMOY - SISMO X

W = 0.90 CM + SISMOY + SISMO X

3.3 Columnas

Se aplica el numeral C.21.5.1.1 del NSR-10 para miembros sometidos a flexión en pórticos especiales resistentes a momentos (DES), y el numeral C.21.5.1.3 del NSR-10 para su dimensionamiento en 4 columnas,.

Pu 23949.376 Kg

Ag x F’c / 10 26250 Kg

Elemento sometido a Flexión


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4. ANÁLISIS SÍSMICO

Preliminares

Chequeo Irregularidad en planta


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Chequeo Irregularidad en altura


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Método de análisis a utilizar:

> Método del análisis dinámico elástico


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A. Definición Zona de Amenaza Sísmica

> BUCARAMANGA: ALTA

B. Definición de Grupo de Uso

Grupo IV — Edificaciones indispensables — Son aquellas edificaciones de atención a la comunidad que deben funcionar durante y después de un sismo, y cuya operación no puede ser trasladada rápidamente a un lugar alterno.

Grupo III — Edificaciones de atención a la comunidad — Este grupo comprende aquellas edificaciones, y sus accesos, que son indispensables después de un temblor para atender la emergencia y preservar la salud y la seguridad de las personas, exceptuando las incluidas en el grupo IV.

Grupo II — Estructuras de ocupación especial — Cubre las siguientes estructuras: Edificaciones en donde se puedan reunir más de 200 personas en un mismo salón, almacenes y centros comerciales con más de 500 m² por piso, Edificaciones donde trabajen o residan más de 3000 personas.

Grupo I — Estructuras de ocupación normal — Todas la edificaciones cubiertas por el alcance de este Reglamento, pero que no se han incluido en los Grupos II, III y IV.

> GRUPO DE USO: I


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C. Definición del Coeficiente de Importancia

> IMPORTANCIA I = 1.00


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ANALISIS SISMICO

ANALISIS SISMICO DINAMICO MODAL ESPECTRAL

P A R A M E T R O S S I S M I C O S

Aa 0.25

Av 0.25

ZONA DE RIESGO SISMICO ALTO

Ae 0.15

Ad 0.09

Tipo de Suelo C

Fa 1.15

Fv 1.55


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PERIODO FUNDAMENTAL DE LA EDIFICACION

h 9.04 m

Ct 0.047

α 0.75

Ta 0.26 S

Cu 1.285

Tmax (Cu*Ta) 0.33 S

T (Fundamental) 2.93 S

FACTOR DE IMPORTANCIA DE LA ESTRUCTURA

GRUPO DE USO I 1.00

ESTRUCTURA DE OCUPACION NORMAL

ESPECTRO DE ACELERACIONES SISMICAS EN BUCARAMANGA – SANTANDER PARA UN GRUPO DE USO I


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ESPECTRO SISMICO NSR10 SAP2000 csi


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ANALISIS DE DERIVAS Se verifico el cumplimiento de los desplazamientos relativos entre cada entrepiso, en el centro de masa de cada entrepiso.

PUNTOS EVALUADOS ENTREPISOS

1. PRIMER ENTREPISO


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Tabla de derivas Sap2000 csi.

TABLE: Joint Displacements

Altura de Entrepiso: 2.50 M

Joint OutputCase U1 U2 Deriva Max /

Piso Chequeo

Text Text m m m

25 SISMO X 0.0004 0.0002 0.25 Ok

29 SISMO X 0.0004 0.0001 0.25 Ok

41 SISMO X 0.0004 0.0000 0.25 Ok

49 SISMO X 0.0005 0.0002 0.25 Ok

53 SISMO X 0.0005 0.0001 0.25 Ok

Tabla 1 - Cuadro de Derivas Primer Entrepiso




Piso Chequeo

Text Text m m m

25 SISMO Y 0.0002 0.001 0.25 Ok

29 SISMO Y 0.0002 0.001 0.25 Ok

41 SISMO Y 0.0000 0.001 0.25 Ok

49 SISMO Y 0.0002 0.001 0.25 Ok

53 SISMO Y 0.0002 0.001 0.25 Ok

Tabla 2 - Cuadro de Derivas Primer Entrepiso


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2. SEGUNDO ENTREPISO


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Tabla de derivas Sap2000 csi.




Piso Chequeo

Text Text m m m

56 SISMO X 0.0004 0.0002 0.25 Ok

60 SISMO X 0.0004 0.0001 0.25 Ok

72 SISMO X 0.0004 0.0000 0.25 Ok

80 SISMO X 0.0005 0.0002 0.25 Ok

84 SISMO X 0.0005 0.0001 0.25 Ok

Tabla 3 - Cuadro de Derivas Segundo Entrepiso




Piso Chequeo

Text Text m m m

56 SISMO Y 0.0002 0.001 0.25 Ok

60 SISMO Y 0.0002 0.001 0.25 Ok

72 SISMO Y 0.0000 0.001 0.25 Ok

80 SISMO Y 0.0002 0.001 0.25 Ok

84 SISMO Y 0.0002 0.001 0.25 Ok

Tabla 4 - Cuadro de Derivas Segundo Entrepiso


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6. DIAGRAMAS

Diagrama 1 - Diagrama de Cortantes Ton


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Diagrama 2 - Diagrama de Momentos Ton/M


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Diagrama 3 – Carga Muerta Ton/M


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Diagrama 4 – Carga Viva Ton/M


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DISEÑO DE CIMENTACION – RESTAURANTE LA

AURORA

El diseño de la cimentación, modelado en el software SAFE Csi V12, software de la familia SAP2000 Csi en el cual se modelo la edificación

y se exportaron hacia SAFE Csi V12 las reacciones de diseño de la cimentación, axiales y momentos.

Se determinó el diseño de Zapatas Excéntricas con vigas de enlace y céntricas con vigas de amarre, así se optimizan costos en volúmenes de concreto y acero, y a su vez se garantiza una transferencia de cargas ideal al terreno. La capacidad portante de diseño asumida ya, que no se entregaron estudios de suelos fue de:

qad = 29.62 Ton/m2, y cimentando hasta encontrar suelo firme.


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MODELO ESTRUCTURAL SAP2000 csi

PARA UNA CAPACIDAD ADMISIBLE DE:

qad = 29.62 Ton/m2 =2.962 Kg/cm2,

Capacidad asumida ya que no se entregaron estudios de suelos

SE OBTIENE UN MODULO DE BALASTRO DE 4.55 Kg/cm3.


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PLANTA EXTRUIDA CIMENTACION SAFE csi


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DIAGRAMA DE PRESIONES EN EL SUELO SAFE csi


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DIAGRAMA DE CORTANTES [Ton]


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DIAGRAMA DE MOMENTOS [Ton-M]


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DISEÑO DE CIMIENTOS Y VIGAS DE ENLACE

ACI 318-08 Concrete Strip Design

Geometric Properties Combination = Overall Envelope Strip Label = CSA1 Length = 1 m Distance to Top Rebar Center = 0.024525 m Distance to Bot Rebar Center = 0.024525 m

Material Properties Concrete Comp. Strength = 2109.21 Tonf/m2 Concrete Modulus = 2194996.43 Tonf/m2 Longitudinal Rebar Yield = 40788.65 Tonf/m2


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Geometric Properties Combination = Overall Envelope Strip Label = CSB1 Length = 1 m Distance to Top Rebar Center = 0.043575 m Distance to Bot Rebar Center = 0.043575 m



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ACI 318-08 Concrete Beam Design

Geometric Properties Combination = Overall Envelope Beam Label = 1 Section Property = Viga Amarre 30x30 Length = 3.2 m Section Width = 0.3 m Section Depth = 0.3 m Distance to Top Rebar Center = 0.05 m Distance to Bot Rebar Center = 0.05 m Material Properties Concrete Comp. Strength = 2109.21 Tonf/m2 Concrete Modulus = 2194996.43 Tonf/m2 Longitudinal Rebar Yield = 40788.65 Tonf/m2 Shear Rebar Yield = 40788.65 Tonf/m2


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Geometric Properties Combination = Overall Envelope Beam Label = 27 Section Property = Viga Amarre 30x30 Length = 2 m Section Width = 0.3 m Section Depth = 0.3 m Distance to Top Rebar Center = 0.05 m Distance to Bot Rebar Center = 0.05 m Material Properties Concrete Comp. Strength = 2109.21 Tonf/m2 Concrete Modulus = 2194996.43 Tonf/m2 Longitudinal Rebar Yield = 40788.65 Tonf/m2 Shear Rebar Yield = 40788.65 Tonf/m2


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Geometric Properties Combination = Overall Envelope Beam Label = 28 Section Property = Viga Enlace 30x30 Length = 1.6 m Section Width = 0.3 m Section Depth = 0.3 m Distance to Top Rebar Center = 0.05 m Distance to Bot Rebar Center = 0.05 m Material Properties Concrete Comp. Strength = 2109.21 Tonf/m2 Concrete Modulus = 2194996.43 Tonf/m2 Longitudinal Rebar Yield = 40788.65 Tonf/m2 Shear Rebar Yield = 40788.65 Tonf/m2


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6.5. Punching check/design

Table 33: Concrete Slab Design 02 - Punching Shear Data, Part 1 of 3


Point GlobalX GlobalY Location Perimeter Depth Status Ratio

m m m m

7 16.95000 9.60000 Corner 1.166150 0.315950 OK 0.093818

26 15.80000 0.00000 Corner 1.166150 0.315950 OK 0.077418

30 16.17135 3.10000 Edge 2.332100 0.315950 OK 0.033255

31 16.57865 6.50000 Edge 2.332100 0.315950 OK 0.036217

175 0.00000 0.00000 Corner 1.166150 0.315950 OK 0.096335

176 0.00000 3.10000 Edge 2.332100 0.315950 OK 0.038749

177 0.00000 6.50000 Edge 2.332100 0.315950 OK 0.038749

178 0.00000 9.60000 Corner 1.166150 0.315950 OK 0.096335

179 4.20000 0.00000 Corner 1.166150 0.315950 OK 0.128101

180 4.20000 3.10000 Interior 2.863800 0.315950 OK 0.029753

182 4.20000 6.50000 Interior 2.663800 0.315950 OK 0.035923

183 4.20000 9.60000 Corner 1.166150 0.315950 OK 0.128099

184 7.45000 0.00000 Corner 1.166150 0.315950 OK 0.120533

185 7.45000 3.10000 Interior 2.863800 0.315950 OK 0.025091

186 7.45000 6.50000 Interior 2.663800 0.315950 OK 0.030021

187 7.45000 9.60000 Corner 1.166150 0.315950 OK 0.120576

188 10.60000 0.00000 Corner 1.166150 0.315950 OK 0.115247

189 10.60000 3.10000 Interior 2.663800 0.315950 OK 0.030597

190 10.60000 6.50000 Interior 2.663800 0.315950 OK 0.030569

191 10.60000 9.60000 Corner 1.166150 0.315950 OK 0.114392

192 12.80000 0.00000 Corner 1.166150 0.315950 OK 0.114862

193 12.80000 3.10000 Interior 2.663800 0.315950 OK 0.031909

194 12.80000 6.50000 Interior 2.663800 0.315950 OK 0.034502

195 12.80000 9.60000 Corner 1.166150 0.315950 OK 0.122761



Point Combo Vu ShrStrMax Mu2 ShrStrCap

Tonf Tonf/m2 Tonf-m Tonf/m2

7 DCONU1 1.6728 9.75 -0.07259 103.97

26 DCONU1 1.5256 8.05 0.07887 103.97

30 DCONU1 2.2560 3.46 0.00118 103.97

31 DCONU1 2.3386 3.77 0.01038 103.97

175 DCONU1 1.6743 10.02 0.07413 103.97

176 DCONU1 2.3824 4.03 -0.00643 103.97

177 DCONU1 2.3824 4.03 0.00643 103.97

178 DCONU1 1.6743 10.02 -0.07413 103.97

179 DCONU1 2.0001 13.32 0.17470 103.97

180 DCONU1 2.7434 3.44 -0.01392 115.53

182 DCONU1 2.7434 3.74 0.01315 103.97

183 DCONU1 2.0000 13.32 -0.17470 103.97

184 DCONU1 1.8426 12.53 0.16443 103.97


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Point Combo Vu ShrStrMax Mu2 ShrStrCap

Tonf Tonf/m2 Tonf-m Tonf/m2

185 DCONU1 2.5682 2.90 -0.01015 115.53

186 DCONU1 2.5684 3.12 0.00961 103.97

187 DCONU1 1.8435 12.54 -0.16449 103.97

188 DCONU1 1.6961 11.98 0.15475 103.97

189 DCONU1 2.3982 3.18 -0.00640 103.97

190 DCONU1 2.3918 3.18 0.00589 103.97

191 DCONU1 1.6728 11.89 -0.15321 103.97

192 DCONU1 1.6838 11.94 0.15413 103.97

193 DCONU1 2.4417 3.32 -0.00597 103.97

194 DCONU1 2.5173 3.59 0.01021 103.97

195 DCONU1 1.8562 12.76 -0.16503 103.97



Point Mu3 ReinfType NumRails StudPerRail

Tonf-m

7 0.18613 None

26 0.09831 None

30 0.07740 None

31 0.10541 None

175 -0.19877 None

176 -0.15069 None

177 -0.15069 None

178 -0.19877 None

179 0.03553 None

180 0.08110 None

182 0.08519 None

183 0.03557 None

184 0.05462 None

185 0.00283 None

186 0.00293 None

187 0.05412 None

188 0.01545 None

189 0.06291 None

190 0.06456 None

191 0.02543 None

192 -0.01001 None

193 -0.08155 None

194 -0.11468 None

195 -0.10578 None


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ACI 318-08 Punching Shear Check & Design

Geometric Properties Combination = 3 Point Label = 175 Column Shape = Rectangular Column Location = Corner Global X-Coordinate = 0 m Global Y-Coordinate = 0 m Load Punching Check Avg. Eff. Slab Thickness = 0.31595 m Eff. Punching Perimeter = 1.16615 m Cover = 0.03405 m Conc. Comp. Strength = 2109.21 Tonf/m2 Reinforcement Ratio = 0.0000 Section Inertia I22 = 0.006351 m4 Section Inertia I33 = 0.025504 m4 Section Inertia I23 = -0.006482 m4 Shear Force = 1.6743 Tonf Moment Mu2 = 0.07413 Tonf-m Moment Mu3= -0.19877 Tonf-m Max Design Shear Stress = 10.02 Tonf/m2 Conc. Shear Stress Capacity = 103.97 Tonf/m2 Punching Shear Ratio = 0.10

Column Punching Perimeter


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Geometric Properties Combination = 3 Point Label = 176 Column Shape = Rectangular Column Location = Edge Global X-Coordinate = 0 m Global Y-Coordinate = 3.1 m Load Punching Check Avg. Eff. Slab Thickness = 0.31595 m Eff. Punching Perimeter = 2.3321 m Cover = 0.03405 m Conc. Comp. Strength = 2109.21 Tonf/m2 Reinforcement Ratio = 0.0000 Section Inertia I22 = 0.04316 m4 Section Inertia I33 = 0.070374 m4 Section Inertia I23 = 0 m4 Shear Force = 2.3824 Tonf Moment Mu2 = -0.00643 Tonf-m Moment Mu3= -0.15069 Tonf-m Max Design Shear Stress = 4.03 Tonf/m2 Conc. Shear Stress Capacity = 103.97 Tonf/m2 Punching Shear Ratio = 0.04



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Geometric Properties Combination = 3 Point Label = 177 Column Shape = Rectangular Column Location = Edge Global X-Coordinate = 0 m Global Y-Coordinate = 6.5 m Load Punching Check Avg. Eff. Slab Thickness = 0.31595 m Eff. Punching Perimeter = 2.3321 m Cover = 0.03405 m Conc. Comp. Strength = 2109.21 Tonf/m2 Reinforcement Ratio = 0.0000 Section Inertia I22 = 0.04316 m4 Section Inertia I33 = 0.070374 m4 Section Inertia I23 = 0 m4 Shear Force = 2.3824 Tonf Moment Mu2 = 0.00643 Tonf-m Moment Mu3= -0.15069 Tonf-m Max Design Shear Stress = 4.03 Tonf/m2 Conc. Shear Stress Capacity = 103.97 Tonf/m2 Punching Shear Ratio = 0.04



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Geometric Properties Combination = 3 Point Label = 178 Column Shape = Rectangular Column Location = Corner Global X-Coordinate = 0 m Global Y-Coordinate = 9.6 m Load Punching Check Avg. Eff. Slab Thickness = 0.31595 m Eff. Punching Perimeter = 1.16615 m Cover = 0.03405 m Conc. Comp. Strength = 2109.21 Tonf/m2 Reinforcement Ratio = 0.0000 Section Inertia I22 = 0.006351 m4 Section Inertia I33 = 0.025504 m4 Section Inertia I23 = 0.006482 m4 Shear Force = 1.6743 Tonf Moment Mu2 = -0.07413 Tonf-m Moment Mu3= -0.19877 Tonf-m Max Design Shear Stress = 10.02 Tonf/m2 Conc. Shear Stress Capacity = 103.97 Tonf/m2 Punching Shear Ratio = 0.10



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Geometric Properties Combination = 3 Point Label = 179 Column Shape = Rectangular Column Location = Corner Global X-Coordinate = 4.2 m Global Y-Coordinate = 0 m Load Punching Check Avg. Eff. Slab Thickness = 0.31595 m Eff. Punching Perimeter = 1.16615 m Cover = 0.03405 m Conc. Comp. Strength = 2109.21 Tonf/m2 Reinforcement Ratio = 0.0000 Section Inertia I22 = 0.002188 m4 Section Inertia I33 = 0.035191 m4 Section Inertia I23 = 0.00372 m4 Shear Force = 2.0001 Tonf Moment Mu2 = 0.1747 Tonf-m Moment Mu3= 0.03553 Tonf-m Max Design Shear Stress = 13.32 Tonf/m2 Conc. Shear Stress Capacity = 103.97 Tonf/m2 Punching Shear Ratio = 0.13



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Geometric Properties Combination = 3 Point Label = 180 Column Shape = Rectangular Column Location = Interior Global X-Coordinate = 4.2 m Global Y-Coordinate = 3.1 m Load Punching Check Avg. Eff. Slab Thickness = 0.31595 m Eff. Punching Perimeter = 2.8638 m Cover = 0.03405 m Conc. Comp. Strength = 2109.21 Tonf/m2 Reinforcement Ratio = 0.0000 Section Inertia I22 = 0.064447 m4 Section Inertia I33 = 0.097678 m4 Section Inertia I23 = 0 m4 Shear Force = 2.7434 Tonf Moment Mu2 = -0.01392 Tonf-m Moment Mu3= 0.0811 Tonf-m Max Design Shear Stress = 3.44 Tonf/m2 Conc. Shear Stress Capacity = 115.53 Tonf/m2 Punching Shear Ratio = 0.03



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Geometric Properties Combination = 3 Point Label = 182 Column Shape = Rectangular Column Location = Interior Global X-Coordinate = 4.2 m Global Y-Coordinate = 6.5 m Load Punching Check Avg. Eff. Slab Thickness = 0.31595 m Eff. Punching Perimeter = 2.6638 m Cover = 0.03405 m Conc. Comp. Strength = 2109.21 Tonf/m2 Reinforcement Ratio = 0.0000 Section Inertia I22 = 0.044258 m4 Section Inertia I33 = 0.087161 m4 Section Inertia I23 = 0 m4 Shear Force = 2.7434 Tonf Moment Mu2 = 0.01315 Tonf-m Moment Mu3= 0.08519 Tonf-m Max Design Shear Stress = 3.74 Tonf/m2 Conc. Shear Stress Capacity = 103.97 Tonf/m2 Punching Shear Ratio = 0.04



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Geometric Properties Combination = 3 Point Label = 183 Column Shape = Rectangular Column Location = Corner Global X-Coordinate = 4.2 m Global Y-Coordinate = 9.6 m Load Punching Check Avg. Eff. Slab Thickness = 0.31595 m Eff. Punching Perimeter = 1.16615 m Cover = 0.03405 m Conc. Comp. Strength = 2109.21 Tonf/m2 Reinforcement Ratio = 0.0000 Section Inertia I22 = 0.002188 m4 Section Inertia I33 = 0.035191 m4 Section Inertia I23 = -0.00372 m4 Shear Force = 2 Tonf Moment Mu2 = -0.1747 Tonf-m Moment Mu3= 0.03557 Tonf-m Max Design Shear Stress = 13.32 Tonf/m2 Conc. Shear Stress Capacity = 103.97 Tonf/m2 Punching Shear Ratio = 0.13



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Geometric Properties Combination = 3 Point Label = 184 Column Shape = Rectangular Column Location = Corner Global X-Coordinate = 7.45 m Global Y-Coordinate = 0 m Load Punching Check Avg. Eff. Slab Thickness = 0.31595 m Eff. Punching Perimeter = 1.16615 m Cover = 0.03405 m Conc. Comp. Strength = 2109.21 Tonf/m2 Reinforcement Ratio = 0.0000 Section Inertia I22 = 0.002188 m4 Section Inertia I33 = 0.035191 m4 Section Inertia I23 = -0.00372 m4 Shear Force = 1.8426 Tonf Moment Mu2 = 0.16443 Tonf-m Moment Mu3= 0.05462 Tonf-m Max Design Shear Stress = 12.53 Tonf/m2 Conc. Shear Stress Capacity = 103.97 Tonf/m2 Punching Shear Ratio = 0.12



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Geometric Properties Combination = 3 Point Label = 187 Column Shape = Rectangular Column Location = Corner Global X-Coordinate = 7.45 m Global Y-Coordinate = 9.6 m Load Punching Check Avg. Eff. Slab Thickness = 0.31595 m Eff. Punching Perimeter = 1.16615 m Cover = 0.03405 m Conc. Comp. Strength = 2109.21 Tonf/m2 Reinforcement Ratio = 0.0000 Section Inertia I22 = 0.002188 m4 Section Inertia I33 = 0.035191 m4 Section Inertia I23 = 0.00372 m4 Shear Force = 1.8435 Tonf Moment Mu2 = -0.16449 Tonf-m Moment Mu3= 0.05412 Tonf-m Max Design Shear Stress = 12.54 Tonf/m2 Conc. Shear Stress Capacity = 103.97 Tonf/m2 Punching Shear Ratio = 0.12



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Geometric Properties Combination = 3 Point Label = 191 Column Shape = Rectangular Column Location = Corner Global X-Coordinate = 10.6 m Global Y-Coordinate = 9.6 m Load Punching Check Avg. Eff. Slab Thickness = 0.31595 m Eff. Punching Perimeter = 1.16615 m Cover = 0.03405 m Conc. Comp. Strength = 2109.21 Tonf/m2 Reinforcement Ratio = 0.0000 Section Inertia I22 = 0.002188 m4 Section Inertia I33 = 0.035191 m4 Section Inertia I23 = -0.00372 m4 Shear Force = 1.6728 Tonf Moment Mu2 = -0.15321 Tonf-m Moment Mu3= 0.02543 Tonf-m Max Design Shear Stress = 11.89 Tonf/m2 Conc. Shear Stress Capacity = 103.97 Tonf/m2 Punching Shear Ratio = 0.11



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Geometric Properties Combination = 3 Point Label = 192 Column Shape = Rectangular Column Location = Corner Global X-Coordinate = 12.8 m Global Y-Coordinate = 0 m Load Punching Check Avg. Eff. Slab Thickness = 0.31595 m Eff. Punching Perimeter = 1.16615 m Cover = 0.03405 m Conc. Comp. Strength = 2109.21 Tonf/m2 Reinforcement Ratio = 0.0000 Section Inertia I22 = 0.002188 m4 Section Inertia I33 = 0.035191 m4 Section Inertia I23 = -0.00372 m4 Shear Force = 1.6838 Tonf Moment Mu2 = 0.15413 Tonf-m Moment Mu3= -0.01001 Tonf-m Max Design Shear Stress = 11.94 Tonf/m2 Conc. Shear Stress Capacity = 103.97 Tonf/m2 Punching Shear Ratio = 0.11



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Geometric Properties Combination = 3 Point Label = 193 Column Shape = Rectangular Column Location = Interior Global X-Coordinate = 12.8 m Global Y-Coordinate = 3.1 m Load Punching Check Avg. Eff. Slab Thickness = 0.31595 m Eff. Punching Perimeter = 2.6638 m Cover = 0.03405 m Conc. Comp. Strength = 2109.21 Tonf/m2 Reinforcement Ratio = 0.0000 Section Inertia I22 = 0.044258 m4 Section Inertia I33 = 0.087161 m4 Section Inertia I23 = 0 m4 Shear Force = 2.4417 Tonf Moment Mu2 = -0.00597 Tonf-m Moment Mu3= -0.08155 Tonf-m Max Design Shear Stress = 3.32 Tonf/m2 Conc. Shear Stress Capacity = 103.97 Tonf/m2 Punching Shear Ratio = 0.03



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Geometric Properties Combination = 3 Point Label = 194 Column Shape = Rectangular Column Location = Interior Global X-Coordinate = 12.8 m Global Y-Coordinate = 6.5 m Load Punching Check Avg. Eff. Slab Thickness = 0.31595 m Eff. Punching Perimeter = 2.6638 m Cover = 0.03405 m Conc. Comp. Strength = 2109.21 Tonf/m2 Reinforcement Ratio = 0.0000 Section Inertia I22 = 0.044258 m4 Section Inertia I33 = 0.087161 m4 Section Inertia I23 = 0 m4 Shear Force = 2.5173 Tonf Moment Mu2 = 0.01021 Tonf-m Moment Mu3= -0.11468 Tonf-m Max Design Shear Stress = 3.59 Tonf/m2 Conc. Shear Stress Capacity = 103.97 Tonf/m2 Punching Shear Ratio = 0.03



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Geometric Properties Combination = 3 Point Label = 195 Column Shape = Rectangular Column Location = Corner Global X-Coordinate = 12.8 m Global Y-Coordinate = 9.6 m Load Punching Check Avg. Eff. Slab Thickness = 0.31595 m Eff. Punching Perimeter = 1.16615 m Cover = 0.03405 m Conc. Comp. Strength = 2109.21 Tonf/m2 Reinforcement Ratio = 0.0000 Section Inertia I22 = 0.002188 m4 Section Inertia I33 = 0.035191 m4 Section Inertia I23 = 0.00372 m4 Shear Force = 1.8562 Tonf Moment Mu2 = -0.16503 Tonf-m Moment Mu3= -0.10578 Tonf-m Max Design Shear Stress = 12.76 Tonf/m2 Conc. Shear Stress Capacity = 103.97 Tonf/m2 Punching Shear Ratio = 0.12



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Geometric Properties Combination = 3 Point Label = 7 Column Shape = Rectangular Column Location = Corner Global X-Coordinate = 16.95 m Global Y-Coordinate = 9.6 m Load Punching Check Avg. Eff. Slab Thickness = 0.31595 m Eff. Punching Perimeter = 1.16615 m Cover = 0.03405 m Conc. Comp. Strength = 2109.21 Tonf/m2 Reinforcement Ratio = 0.0000 Section Inertia I22 = 0.006351 m4 Section Inertia I33 = 0.025504 m4 Section Inertia I23 = -0.006482 m4 Shear Force = 1.6728 Tonf Moment Mu2 = -0.07259 Tonf-m Moment Mu3= 0.18613 Tonf-m Max Design Shear Stress = 9.75 Tonf/m2 Conc. Shear Stress Capacity = 103.97 Tonf/m2 Punching Shear Ratio = 0.09



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Geometric Properties Combination = 3 Point Label = 30 Column Shape = Rectangular Column Location = Edge Global X-Coordinate = 16.17135 m Global Y-Coordinate = 3.1 m Load Punching Check Avg. Eff. Slab Thickness = 0.31595 m Eff. Punching Perimeter = 2.3321 m Cover = 0.03405 m Conc. Comp. Strength = 2109.21 Tonf/m2 Reinforcement Ratio = 0.0000 Section Inertia I22 = 0.04316 m4 Section Inertia I33 = 0.070374 m4 Section Inertia I23 = 0 m4 Shear Force = 2.256 Tonf Moment Mu2 = 0.00118 Tonf-m Moment Mu3= 0.0774 Tonf-m Max Design Shear Stress = 3.46 Tonf/m2 Conc. Shear Stress Capacity = 103.97 Tonf/m2 Punching Shear Ratio = 0.03



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Geometric Properties Combination = 3 Point Label = 31 Column Shape = Rectangular Column Location = Edge Global X-Coordinate = 16.57865 m Global Y-Coordinate = 6.5 m Load Punching Check Avg. Eff. Slab Thickness = 0.31595 m Eff. Punching Perimeter = 2.3321 m Cover = 0.03405 m Conc. Comp. Strength = 2109.21 Tonf/m2 Reinforcement Ratio = 0.0000 Section Inertia I22 = 0.04316 m4 Section Inertia I33 = 0.070374 m4 Section Inertia I23 = 0 m4 Shear Force = 2.3386 Tonf Moment Mu2 = 0.01038 Tonf-m Moment Mu3= 0.10541 Tonf-m Max Design Shear Stress = 3.77 Tonf/m2 Conc. Shear Stress Capacity = 103.97 Tonf/m2 Punching Shear Ratio = 0.04


Memorias de Calculo - Restaurante La Aurora - Curaduria - Columnas Felxion

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Transcript of Memorias de Calculo - Restaurante La Aurora - Curaduria - Columnas Felxion