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Research Papers

Blast Response Analysis of Reinforced Concrete Slabs: Experimental Procedure and Numerical Simulation

[+] Author and Article Information
G. Morales-Alonso, F. Gálvez,, B. Erice, V. Sánchez-Gálvez

Departamento de Ciencia de los Materiales, and Centro de Investigación en Seguridad y Durabilidad de Estructuras y Materiales, CISDEM,  Universidad Politécnica de Madrid, Madrid, Spain

D. A. Cendón1

Departamento de Ciencia de los Materiales, and Centro de Investigación en Seguridad y Durabilidad de Estructuras y Materiales, CISDEM,  Universidad Politécnica de Madrid, Madrid, Spaindcendon@mater.upm.es

1

Corresponding author.

J. Appl. Mech 78(5), 051010 (Aug 05, 2011) (12 pages) doi:10.1115/1.4004278 History: Received November 25, 2010; Revised February 02, 2011; Published August 05, 2011; Online August 05, 2011

A series of blast loading experiments are performed with the aim of providing experimental data for the development and adjustment of numerical tools needed in the modeling of concrete elements subjected to blast. To this end, an experimental setup that allows testing up to four concrete elements simultaneously under the same blast load is developed. Altogether four detonation tests are conducted, in which 12 slabs of two different concrete types are subjected to the same blast load. Results of the experimental program are validated by numerical simulation using two different material models for the prediction of concrete behavior. Major assets of the experimental setup presented are the reduction of scattering on detonation tests and its cost effectiveness. Results from tests and numerical simulations suggest that the ability of reinforced concrete structures of withstanding blast loads is primarily governed by their tensile strength.

Copyright © 2011 by American Society of Mechanical Engineers
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References

Figures

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Figure 1

Views of the experimental setup. (a) Schematic, (b) prior to a detonation test.

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Figure 2

(a) Details of boundary conditions between slab and beams. (b) View of cut of flanges in steel beam at slab location, bunker for equipment and location of pressure sensor.

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Figure 3

Test specimen geometry and reinforcement details (dimensions in mm)

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Figure 4

Slab and explosive prior to the test

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Figure 5

Location of strain gauges on the rear face of aluminum plates. The arrows show the orientation of strain measurements.

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Figure 8

Comparison of reflected pressure measured and predicted according to Ref. [1]. Time scale is referred to the shock wave arrival time.

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Figure 9

Failure of NSC slabs

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Figure 10

Failure of HSC slabs

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Figure 11

(a) Spalling control sheet after the test. (b) Permanent deformation of aluminum control plates.

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Figure 12

Measured and predicted strains for different tests. (a) 3 kg strain gauge #1. (b) 3 kg strain gauge #2 and #3 (c) 4 kg strain gauge #1. (d) 4 kg strain gauge #2 and #3. (e) 5 kg strain gauge #1. (f) 5 kg strain gauge #2 and #3.

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Figure 13

Predicted reflected pressure according to Ref. [1]. Time scale is referred to the shock wave arrival time.

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Figure 14

(a) Cracking pattern predicted by Winfrith model on NSC slabs. (b) Cracking pattern predicted by Winfrith model on HSC slabs.

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Figure 15

(a) Crushed elements on front face of NSC slabs as predicted by Winfrith model. (b) Crushed elements on front face of NSC slabs as predicted by Winfrith model.

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Figure 16

(a) Crack intensity on rear face of NSC slabs as predicted by the Brittle damage model. (b) Crack intensity on rear face of HSC slabs as predicted by the Brittle damage model.

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Figure 17

Details of cracking pattern on NSC slabs and prediction of Brittle damage model

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Figure 18

Sum of support reactions vs central node deflection

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Figure 7

Evolution of reflected pressure measured

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Figure 6

Spalling control aluminum sheets

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