Considering the improvement of anti-explosion performance of existing facilities such as dangerous chemicals warehouse and ammunition depot, a explosion-proof wall structure was established. Using the numerical simulation method, taking the unreinforced masonry infilled wall and the composite masonry blast wall based on steel plate concrete as the research objects, the dynamic response test of the masonry wall under explosive load was carried out using the dynamic nonlinear finite element analysis software ABAQUS/Explicit. In the model, masonry wall, cast-in-place concrete, TNT and sandwich steel plate were solid unit type, and the reinforcement mesh was beam unit type; The reinforcement mesh was embedded in the cast-in-place concrete, and the brickwork wall, cast-in-place concrete and sandwich steel plate were in surface-to-surface contact contact; In the contact properties, the penalty function was used, the friction coefficient is 0. 75, and the bond slip between blocks adopted exponential damage evolution constitutive law; The structural model used the full constraint type to constrain the bottom and top of the wall, and used the fine finite element to divide the grid, with the size of 0. 01 m. The dynamic response and protective performance of the two kinds of walls under the impact of explosion were analyzed and compared by numerical simulation. The results showed that under the same level of explosion load, with the increase of the thickness of the steel plate, the rigidity of the explosion-proof wall would also increase, and the peak acceleration would continue to advance; The maximum instantaneous velocity of the wall appeared around 0. 1 ms. When the thickness of the steel plate was less than 10 mm, the center velocity of the explosion point was greater than 58 m/s; When the thickness of the steel plate was greater than 30 mm, the central velocity of the explosion point was less than 30 m/s. With the increase of explosion load, the maximum deformation displacement and stable deformation displacement of the center point of the blast wall would increase. The instantaneous displacement of the reinforced steel sandwich blast wall would decrease with the increase of the thickness of the steel plate. When the steel plate thickness of the steel plate sandwich explosion-proof wall was less than 20 mm, the maximum plastic displacement of the wall was greater than 0. 015 m; when the thickness of the steel plate was greater than 30 mm, the maximum plastic displacement of the wall was less than 0. 008 m. Due to the improvement of wall ductility by sandwich steel plate, the damage of steel plate sandwich masonry wall was obviously better than that of reinforced concrete masonry wall. The steel bar strain of the blast wall appeared alternately under the instantaneous tension and compression deformation under the action of the blast wave, and the center line showed an upward trend with the increase of the blast load and the passage of time. The tensile and compression strain of the steel bar at the center of the blast wall was the largest, and the increase of the steel plate thickness had little effect on the tensile and compression strain of the steel bar at the wall edge. The anti-explosion performance of the reinforced steel sandwich explosion-proof masonry wall was affected by the thickness of the steel plate. With the increase of the thickness of the steel plate, the anti-explosion performance of the original masonry wall and the concrete reinforced masonry wall could be significantly improved.
Johnson C F, Slawson T R. Concrete masonry unit walls retrofitted with elastomeric systems for blast loads[J]. Journal of Structural Engineering, 2004,130(7):1120-1128.
[2]
Louca W L A, Friis J. A passive impact protection system for existing profiled blastwalls[C]//Proceedings of OMAE' 0120th International Conference on Offshore Mechanics and Arctic Engineering. Riode Janeiro, Brazil:2001:663-667.
[3]
Galal K, Sasanian N. Out-of-plane flexural performance of GFRP reinforced masonry walls[J]. Journal of Composites for Construction, 2010, 14(2):162-174.
[4]
Xu Z, Baohan H, Cong X, et al. Dynamic response analysis of anti-explosion wall under dynamic loading modes[J]. Computer Aided Engineering, 2020, 29(2):39-45.
[5]
Zhang Z G, Cao H R, Li B L. Experimental study on protection effect of anti-blast wall under action of car bomb explosion[J]. Engineering Blasting, 2020, 26(4):81-88.
[6]
Zhang Z G, Cao H R, Gao T. Experimental on anti-penetration explosion of rapid assembling anti-blast wall[J]. Engineering Blasting, 2019, 25(5):1-6.
[7]
Baylot J T, Bullock B, et al. Blast response of lightly attached concrete masonry unit walls[J]. Journal of Structural Engineering, 2005, 131(8):1186-1193.
[8]
Cheng L J, Mcomb A M. Unreinforced concrete masonry walls strengthened with CFRP sheets and strips under pendulum impact[J]. Journal of Composites for Construction, 2010, 14(6):775-783.
[9]
Hrynyk T D, Myers J J. Out-of-plane behavior of URM arching walls with modern blast retrofits:experimental results and analytical model[J]. Journal of Structural Engineering, 2008, 134(10):1589-1597.
[10]
Mohammed I, Ahmed A, Alexander H, et al. Blast vulnerability evaluationof concrete masonry unit infill walls retrofitted with nanoparticl reinforcedpolyurea:modelling and parametric evaluation[C]//Structures Congress 2011. 2011:2126-2141.
[11]
Ye H, Li C, Qin F, et al. Study of CFRP retrofitted RC column under close-in explosion[J]. Engineering Structures, 2021, 227(15):1-23.
[12]
Riedel W, Thoma K, Hiermaier S, et al. Penetration of reinforced concrete by BETA-B- 500 numerical analysis using a new macroscopic concrete model for hydrocodes[C]//Proceedings of the 9th International Symposium on Interaction of the Effects of Munitions with Structures. Berlin:1999:315-322.
[13]
Johnson G R, Cook W H. A constitutive model and data for metals subjected to large strains, high strain rates and high temperatures[C]//Proceedings of the 7th International Symposium on Ballistics. Hague:1983:541-547.
Login
Register
DownLoad: