Effects of Non-Structural Walls on Mitigating the Risk of Progressive Collapse of RC Structures

Altheeb, Ali; Alshaikh, Ibrahim M. H.; Abadel, Aref; Nehdi, Moncef; Alghamdi, Hussam

doi:10.1590/1679-78257023

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Original Article • Lat. Am. j. solids struct 19 (3) • 2022 • https://doi.org/10.1590/1679-78257023 linkcopy

Effects of Non-Structural Walls on Mitigating the Risk of Progressive Collapse of RC Structures

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This study aims to investigate the effect of the infilled frames through various important parameters (i.e., the openings’ percentage in infill walls - several columns on the first floor are removed - partial infilled) in the RC structures, subject to progressive collapse scenarios. To this end, 3D finite element models were constructed by using the software ABAQUS. Numerical and experimental results were compared to substantiate the finite element models’ capability of simulating the experimental models’ behavior of Al-Chaar et al. (2002) in an accurate manner. The results showed that there was good agreement between experimental and numerical results. Moreover, the results indicated that there was a significant effect, which cannot be neglected, on the progressive collapse resistance; the reduction ratios in vertical displacement at the regions removed columns can reach up to 80%.

Keywords; Progressive Collapse; Infill Walls; Reinforced Concrete Frame; Numerical Simulation; Mitigating Progressive Collapse; ABAQUS

Slab Details		Beam Details		Column Details
Dimensions (h)*	Reinforcement	Dimensions (b × h) *	Reinforcement	Dimensions (b × h) *	Reinforcement
150	· 7Ø12 mm/m for both directions.	200 × 500	· 3Ø16 mm top and bottom for external beams.	400 × 400	· 8Ø16 mm main steel.
			· 4Ø16 mm top and 3Ø16 mm bottom for internal beams.		· Ø8 mm ties @ 250 mm o.c.
			· Ø8 mm stirrups @ 200 mm o.c.

Concrete (MPa)		Reinforcing Rebars (MPa)		Concrete masonry unit (MPa)
Compressive Stress ( $σ_{c}^{'}$ )	Young’s modulus ( $E_{o}$ )	Yield Stress ( $σ$ )	Young’s modulus ( $E$ )	Compressive Stress ( $σ_{c}^{'}$ )
38.438	29,992	338.5	200,000	12.907

Parameter	Value	Definition	Denotation
$ϵ$	0.1	Flow potential eccentricity	(ABAQUS, 2012)
$ψ$	35	Dilation angle	(Malm, 2009)
$σ_{b 0} / σ_{c 0}$	1.16	Ratio of biaxial to uniaxial compressive	(ABAQUS, 2012); (Lubliner et al., 1989)
$K_{c}$	0.7	Second stress invariant ratio	(ABAQUS, 2012)
$μ$	0.00025	Viscosity	(ABAQUS, 2012)
Elasticity	$υ = 0.2$	Poisson’s ratio for concrete members	Widely utilized in FEM simulations
	$υ = 0.15$	Poisson’s ratio for concrete masonry unit	Widely utilized in FEM simulations
	$E_{o} = 4700 \sqrt{σ_{c}^{'}}$	Young’s modulus	acc. (ACI, 2011)

$k_{n n}$ (MPa/mm)	$k_{s s} = k_{t t}$ (MPa/mm)
16020	11856

Columns	Load	Pressure
Corner column (C1)	98.2 kN	0.62 N/mm²
Edge column (C2)	222.4 kN	1.39 N/mm²
Middle column (C2)	489 kN	3.056 N/mm²

Case	Infilled walls type	Member removed
1	Full-height infill walls	Corner, Edge, and Middle columns
2	Infill walls with openings (three openings ratios 12%, 17%, and 28%)	Corner, Edge, and Middle columns
3	Partial infill walls (three reductions ratios of infill 12%, 16%, and 28%)	Corner, Edge, and Middle columns

Member removed	Maximum vertical displacement, (mm)
Member removed	building without infill walls	building with infill walls	% Relative Variation
Corner column	12.437	6.451	+48%
Edge column	31.863	6.640	+79%
Middle column	236.294	44.621	+81%

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[TFN1] ^*
b = width of section; h = depth of section; all dimensions in mm.