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SkyCiv Diseño de Hormigón Armado (CR)

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  2. SkyCiv Diseño de Hormigón Armado (CR)
  3. Módulo de diseño de placas
  4. Ejemplo de diseño de losa de Eurocódigo y comparación con SkyCiv

Ejemplo de diseño de losa de Eurocódigo y comparación con SkyCiv

Descripción general

This article discusses two reinforced concrete slab design examples, including one-way and two-way bending. The main goal is to compare the results obtained between hand calculations and SkyCiv Plate Design Module. We will use Eurocode 2 para estructuras de hormigón armado.

Los códigos de construcción tienen enfoques similares al definir los casos típicos para losas. Si quieres aprender un poco más sobre este tema, le sugerimos leer los siguientes artículos sobre el diseño de losas Ejemplo de diseño de losa de ACI y comparación con SkyCiv y Estándares australianos AS3600 Ejemplo de diseño de losa y comparación con SkyCiv

One-Way Slab Design Example

The first case to analyse is a small one-floor building (Figura 1, Figura 2) which has a slab behaviour described as in one-direction.

Ejemplo de diseño de losa de Eurocódigo y comparación con SkyCiv

Figura 1. One-way slabs in a small building example. (SkyCiv Estructural 3D , Ingeniería en la nube SkyCiv).

Ejemplo de diseño de losa de Eurocódigo y comparación con SkyCiv

Figura 2. One-way slabs in a small building example (plan dimensions). (SkyCiv Estructural 3D , Ingeniería en la nube SkyCiv).

For the slab example, in summary, the material, elements properties, and loads to consider :

  • Slab type classification: Oneway behaviour \(\frac{L_2}{L_1} > 2 ; \frac{14metros}{6metros}=2.33 > 2.00 \) OK!
  • Building occupation: Residential use
  • Slab thickness \(A continuación se muestra un ejemplo de algunos cálculos de placa base australianos que se usan comúnmente en el diseño de placa base{losa}=0.25m\)
  • Reinforced concrete density \(\rho_w = 25 \frac{kN}{m ^ 3}\)
  • Concrete characteristic compressive strength at 28 dias (C25\30) \(fck = 25 MPa \)
  • Slab Self-Weight \(Dead = \rho_w \times t_{losa} = 25 \frac{kN}{m ^ 3} \times 0.25m = 6.25 \frac {kN}{m ^ 2}\)
  • Super-imposed dead load \(SD = 3.0 \frac {kN}{m ^ 2}\)
  • Carga viva \(L = 2.0 \frac {kN}{m ^ 2}\)

Hand calculations according to EN-2

En esta sección, we will calculate the required reinforced steel rebar using the reference of the Eurocode Standard. We first obtain the total factored bending moment to be carried out by the slab’s unitary width strip.

  • Dead load, \(g = (3.0 + 6.25) \frac{kN}{m ^ 2} \veces 1 m = 9.25 \frac{kN}{metros}\)
  • Carga viva, \(q = (2.0) \frac{kN}{m ^ 2} \veces 1 m = 2.0 \frac{kN}{metros}\)
  • Ultimate load, \(Fd = 1.35\times g + 1.5\times q = (1.35\veces 9.25 + 1.5\veces 2.0)\frac{kN}{metros} =15.5 \frac{kN}{metros} \)

Before obtaining the steel reinforcement area, we have to check the span-effective depth ratios. Two main cases:

Structural System Basic span-effective depth ratio
Factor for structural sistem K Concrete highly stressed %(\(\rho = 1.5 )\) Concrete lightly stressed %(\(\rho = 0.5 )\)
1. End span of continuous beam or one-way continuous slab or two-way slab continuous over one long side 1.3 18 26
2. Interior span of continuous beam or one-way or two-way spanning slab 1.5 20 30

The most critical case is for number one, asi que, we select a ratio of 26.

  • \(A continuación se muestra un ejemplo de algunos cálculos de placa base australianos que se usan comúnmente en el diseño de placa base{min}= frac{L}{SE}+cover+0.5\dot bar_{diámetro}= frac{6metros}{26}+0.025m+0.5\times 12mm=0.26m \) ~ \(0.25metro). The overall thickness is still adequate, OK!

Ahora, it is time to use the table for one-way continuous slabs:

End support condition At first interior support At middle of interior spans At interior supports
Fijado Continuo
Outer support Near middle of end span End support End span
Momento 0 0.086FL 0.075FL 0.063FL
0.04FL 0.086FL 0.063FL
corte 0.4F
0.46F 0.6F 0.5F

Dónde:

  • L is the effective span
  • F is the total ultimate load in the span (1.35Gk + 1.5Qk; Gk is the dead load and Qk the live load, respectivamente)

It will be explained only one case (continuous end support) and the rest will show in the following table.

  • \(F=Fd\times L = 15.5 \frac{kN}{metros} \times 6m = 93.0 kN \)
  • \(M=0.04FL=0.04 \times 93.0 kN \times 6m= -22.32{kN}{metros}\)
  • \(d =230 mm \)
  • \(K=\frac{M}{{b}{d^2}{F_{ck}}}= frac{22.32\times 10^6 {norte}{mm}}{{1000mm}\veces{(230 mm)^ 2}\veces {25 \frac{norte}{mm^2}}}=0.016877\)
  • \(l_a = 0.95 \)
  • \(z=l_a \times d = 0.95\times 230mm = 218.50 mm\)
  • \(A_s = frac{M}{{0.87}{F_{si}}{con}}= frac{22.32\times 10^6 {norte}{mm}}{0.87\veces 500 {norte}{mm^2} \veces {218.50mm} = 234.83 mm^2 }\)
  • \(UNA_{s,min}=0.0013{b}{re}=0.0013\times 1000mm \times 230 mm =299 mm^2\)
  • \(UNA_{S t}=max(Como, UNA_{s,min}) = máx.(234.83, 299) mm^2 = 299 mm^2 \)
Momentos Exterior Negative Left Exterior Positive Exterior Negative Right Interior Negative Left Interior Positive Interior Negative Right
M value, kN-m 22.32 35.15 41.85 48.00 35.15 35.15
K 0.0168 0.0266 0.03164 0.0362 0.0266 0.0266
con, mm 218.50 218.50 218.50 218.50 218.50 218.50
\(Como, mm^2\) 234.83 369.815 440.31 505.011 369.815 369.815
\(UNA_{s,min},mm^2\) 299.00 299.00 299.00 299.00 299.00 299.00
\(UNA_{S t} {mm^2}\) 299.00 369.815 440.31 505.011 369.815 369.815

The next move is to calculate the reinforcement rebar steel using the Plate Design Module in SkyCiv. Por favor, keep reading the following section!.

Si eres nuevo en SkyCiv, Regístrese y pruebe el software usted mismo!

SkyCiv S3D Plate Design Module Results

This section deals with obtaining the steel reinforcement area but just using the software, la Módulo de diseño de placas. In a concise way, we will only show the results or important information through images.

Before analyzing the model, debemos definir un tamaño de malla de placa. Algunas referencias (2) recomendar un tamaño para el elemento shell de 1/6 del lapso corto o 1/8 of the long span, the shorter of them. Following this value, tenemos \(\frac{L2}{6}= frac{6metros}{6} = 1m \) o \(\frac{L1}{8}= frac{14metros}{8}=1.75m \); we take 1m as a maximum recommended size and 0.50m applied mesh size.

Ejemplo de diseño de losa de Eurocódigo y comparación con SkyCiv

Figura 3. Plate meshed. (SkyCiv Estructural 3D , Ingeniería en la nube SkyCiv).

Once we improved our analytical structural model, we run a linear elastic analysis. When designing slabs, we have to check if the vertical displacement are less than the maximum allowed by code. Eurocódigo 2 stablished a maximum serviciability vertical displacement of \(\frac{L}{250}= frac{6000mm}{250}=24.0 mm\).

Ejemplo de diseño de losa de Eurocódigo y comparación con SkyCiv

Figura 4. Vertical displacement, maximum values at center of spans. (SkyCiv Estructural 3D , Ingeniería en la nube SkyCiv).

Comparing the maximum vertical displacement against the code-referenced value, the slab’s stiffness is adequate. \(4.822 mm < 24.00mm\).

The maximum moments in the slab’s spans are located for positive in the center and for negative at the exterior and interior supports. Let’s see these moments values in the following images.

Ejemplo de diseño de losa de Eurocódigo y comparación con SkyCiv

Figura 5. Bending moments in X direction. (SkyCiv Estructural 3D , Ingeniería en la nube SkyCiv).

Ejemplo de diseño de losa de Eurocódigo y comparación con SkyCiv

Figura 6. Bending moments in Y direction. (SkyCiv Estructural 3D , Ingeniería en la nube SkyCiv).

Ejemplo de diseño de losa de Eurocódigo y comparación con SkyCiv

Figura 7. Steel Reinforcement for direction X at top. (SkyCiv Estructural 3D , Ingeniería en la nube SkyCiv).

Ejemplo de diseño de losa de Eurocódigo y comparación con SkyCiv

Figura 8. Steel Reinforcement for direction X at bottom. (SkyCiv Estructural 3D , Ingeniería en la nube SkyCiv).

Ejemplo de diseño de losa de Eurocódigo y comparación con SkyCiv

Figura 9. Steel Reinforcement for direction Y at top. (SkyCiv Estructural 3D , Ingeniería en la nube SkyCiv).

Ejemplo de diseño de losa de Eurocódigo y comparación con SkyCiv

Figura 10. Steel Reinforcement for direction Y at bottom. (SkyCiv Estructural 3D , Ingeniería en la nube SkyCiv).

Comparación de resultados

The last step in this one-way slab design example is compare the steel rebar area obtained by S3D analysis (local axes “2”) and handcalculations.

Moments and steel area Exterior Negative Left Exterior Positive Exterior Negative Right Interior Negative Left Interior Positive Interior Negative Right
\(UNA_{S t, HandCalcs} {mm^2}\) 299.00 369.82 440.31 505.011 369.82 369.82
\(UNA_{S t, S3D} {mm^2}\) 308.41 337.82 462.61 462.61 262.75 308.41
\(\Delta_{dif}\) (%) 3.051 8.653 4.820 8.400 28.95 16.610

We can see that the results of the values are very close to each other. This means the calculations are correct!

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Two-way Slab Design Example

SkyCiv 3D Plate Design Module is a powerful software that can analyze and design any type of building you can imaging. For the second design slab example, we’ve decided to run a flat slab system (figura 11).

Two-way Slab Design Example

Figura 11. One-way slabs in a small building example. (SkyCiv Estructural 3D , Ingeniería en la nube SkyCiv).

For the slab example, in summary, the material, elements properties, and loads to consider :

  • Slab type classification: Twoway behaviour \(\frac{L_2}{L_1} \la 2 ; \frac{7metros}{6metros}=1.17 \le 2.00 \) OK!
  • Building occupation: Residential use
  • Slab thickness \(A continuación se muestra un ejemplo de algunos cálculos de placa base australianos que se usan comúnmente en el diseño de placa base{losa}=0.30m\)
  • Reinforced concrete density \(\rho_w = 25 \frac{kN}{m ^ 3}\)
  • Concrete characteristic compressive strength at 28 dias (C25\30) \(fck = 25 MPa \)
  • Slab Self-Weight \(Dead = \rho_w \times t_{losa} = 25 \frac{kN}{m ^ 3} \times 0.30m = 7.5 \frac {kN}{m ^ 2}\)
  • Super-imposed dead load \(SD = 3.0 \frac {kN}{m ^ 2}\)
  • Carga viva \(L = 2.0 \frac {kN}{m ^ 2}\)

Hand calculations according EN-2

The first step is define the total ultimate load:

  • Dead load, \(g = (3.0 + 7.5) \frac{kN}{m ^ 2} \veces 7 m = 73.50 \frac{kN}{metros}\)
  • Carga viva, \(q = (2.0) \frac{kN}{m ^ 2} \veces 7 m = 14.00 \frac{kN}{metros}\)
  • Ultimate load, \(Fd = 1.35\times g + 1.5\times q = (1.35\veces 73.50 + 1.5\veces 14.00)\frac{kN}{metros} =120.225 \frac{kN}{metros} \)

For hand calculation, the structure has to be divided into a series of equivalent frames. We can use the following methods to reach up this goal:

  • Moment distribution (Hardy Cross Method) for frame analysis.
  • Stiffness method for frame analysis on computer
  • A simplified method using the moments coefficients for one-way direction adjusted to the following requirements (We selected this method due the simplicity of the model analyzed):
    • The lateral stability is not dependent on the slab-column connections (We don’t analyze the building for lateral loads);
    • There are at least three rows of panels of approximately equal span in the direction being considered (We have four and three rows of panels in both main directions);
    • The bay size exceeds \(30m^2\) (Our model area is \(42m^2\)

The thickness selected for the slab example is greater than the maximum minimum value for fire resistance indicated in the table below.

Standard fire resistance Minimum dimensions (mm)
Slab thickness, hs Axis distance, a
REI 60 180 15
REI 90 200 25
REI 120 200 35
REI 240 200 50

En esta sección, we will develop only the calcs for the longitudinal direction and column strip (feel free to calculate for another direction, the transverse, and for middle strips). Before going deep in numbers, first we have to divide in strips: middle and column. (For more details about design strips, check this SkyCiv article: Design slabs with ACI-318).

  • Ancho de tira de columna: \(6m/4 = 1.50m\)
  • Ancho de tira medio: \(7metros – 2\times 1.50m = 4.0m\)

EC2 allows assigning moments in each design strip according to the following table

Column strip Middle strip
Negative moment at edge column 100% but no more than \(0.17{b_e}{d^2}{F_{ck}}\) 0
Negative moment at internal column 60-80% 40-20%
Positive moment in span 50-70% 50-30%

We selected the percentages of moments for the column strip being analyzed:

  • Negative moment at edge column: 100%.
  • Negative moment at internal column: 80%
  • Positive moment in span: 70%

Total design strips moments calculation:

End support condition At first interior support At middle of interior spans At interior supports
Fijado Continuo
Outer support Near middle of end span End support End span
Momento 0 0.086FL 0.075FL 0.063FL
0.04FL 0.086FL 0.063FL
corte 0.4F
0.46F 0.6F 0.5F

Dónde:

  • L is the effective span
  • F is the total ultimate load in the span (1.35Gk + 1.5Qk; Gk is the dead load and Qk the live load, respectivamente)

It will be explained only one case (continuos end support) and the rest will show in the following table.

  • \(F=Fd\times L = 120.225 \frac{kN}{metros} \times 6m = 721.35 kN \)
  • \(M=0.04FL=0.04 \times 721.35 kN \times 6m= -173.124 {kN}{metros}\)
  • \(d =280 mm \)
  • \(K=\frac{M}{{b}{d^2}{F_{ck}}}= frac{173.124\times 10^6 {norte}{mm}}{{1500mm}\veces{(280 mm)^ 2}\veces {25 \frac{norte}{mm^2}}}=0.012637\)
  • \(l_a = 0.95 \)
  • \(z=l_a \times d = 0.95\times 280mm = 266.0 mm\)
  • \(A_s = frac{M}{{0.87}{F_{si}}{con}}= frac{173.124\times 10^6 {norte}{mm}}{0.87\veces 500 {norte}{mm^2} \veces {266.0mm} = 214.0523 mm^2 }\)
  • \(UNA_{s,min}=0.0013{b}{re}=0.0013\times 1500mm \times 280 mm =546 mm^2\)
  • \(UNA_{S t}=max(Como, UNA_{s,min}) = máx.(234.83, 546) mm^2 = 299 mm^2 \)
Momentos Exterior Negative Left Exterior Positive Exterior Negative Right Interior Negative Left Interior Positive Interior Negative Right
M value, kN-m 173.124 191.125 260.064 298.281 191.125 218.429
K 0.05897 0.06500 0.0884 0.101 0.06500 0.0743
con, mm 266.00 266.00 266.00 266.00 266.00 266.00
\(Como, mm^2\) 1498.366 1651.761 2247.55 2577.835 1651.761 1887.727
\(UNA_{s,min},mm^2\) 546.00 546.00 546.00 546.00 546.00 546.00
\(UNA_{S t} {mm^2}\) 1498.366 1651.761 2247.55 2577.835 1651.761 1887.727

The next move is to calculate the reinforcement rebar steel using the Plate Design Module in SkyCiv. Por favor, keep reading the following section!

SkyCiv S3D Plate Design Module Results

SkyCiv S3D Plate Design Module Results

Figura 12. One-way slabs in a small building example. (SkyCiv Estructural 3D , Ingeniería en la nube SkyCiv).

SkyCiv S3D Plate Design Module Results

Figura 13. One-way slabs in a small building example. (SkyCiv Estructural 3D , Ingeniería en la nube SkyCiv).

When designing slabs, we have to check if the vertical displacement are less than the maximum allowed by code. Eurocode stablished a maximum serviciability vertical displacement of \(\frac{L}{250}= frac{6000mm}{250}=24.0 mm\).

SkyCiv S3D Plate Design Module Results

Figura 14. One-way slabs in a small building example. (SkyCiv Estructural 3D , Ingeniería en la nube SkyCiv).

The image above gaves to us the vertical displacement. The maximum value is -4.148mm being less than the maximum allowed of -24mm. Por lo tanto, the slab’s stiffeness is adequate.

SkyCiv S3D Plate Design Module Results

Figura 15. One-way slabs in a small building example. (SkyCiv Estructural 3D , Ingeniería en la nube SkyCiv).

Images 15 y 16 consist of the bending moment in each main direction. Taking the moment distribution and values, the software, SkyCiv, can obtain then the total steel reinforcement area.

SkyCiv S3D Plate Design Module Results

Figura 16. One-way slabs in a small building example. (SkyCiv Estructural 3D , Ingeniería en la nube SkyCiv).

Steel reinforcement areas:

SkyCiv S3D Plate Design Module Results

Figura 17. One-way slabs in a small building example. (SkyCiv Estructural 3D , Ingeniería en la nube SkyCiv).

One-way slabs in a small building example

Figura 18. One-way slabs in a small building example. (SkyCiv Estructural 3D , Ingeniería en la nube SkyCiv).

One-way slabs in a small building example

Figura 19. One-way slabs in a small building example. (SkyCiv Estructural 3D , Ingeniería en la nube SkyCiv).

One-way slabs in a small building example

Figura 20. One-way slabs in a small building example. (SkyCiv Estructural 3D , Ingeniería en la nube SkyCiv).

Comparación de resultados

The last step in this two-way slab design example is to compare the steel rebar area obtained by S3D analysis and hand calculations.

Rebar steel for X direction and Column Strip

Moments and steel area Exterior Negative Left Exterior Positive Exterior Negative Right Interior Negative Left Interior Positive Interior Negative Right
\(UNA_{S t, HandCalcs} {mm^2}\) 1498.366 1651.761 2247.55 2577.835 1651.761 1887.727
\(UNA_{S t, S3D} {mm^2}\) 3889.375 1040.00 4196.145 4196.145 520.00 3175.00
\(\Delta_{dif}\) (%) 61.475 37.04 46.44 38.566 68.52 40.544

 

Si eres nuevo en SkyCiv, Regístrese y pruebe el software usted mismo!

Referencias

  1. si. Mosley, R. Hulse, J.H. Bungey , “Reinforced Concrete Design to Eurocode 2”, Seventh edition, Palgrave MacMillan.
  2. Bazan Enrique & Meli Piralla, “Diseño Sísmico de Estructuras”, 1ed, LIMUSA.
  3. Eurocódigo 2: Diseño de estructuras de hormigón..
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