Evaluating the creep behaviour of plastic-processed aggregate-based concrete

Test	Experimental values		Standard used
Test	CNA	PPA	Standard used
Fineness modulus	5.83	5.67	ASTM C136/C136M-14 [26]
Unit weight (kg/m³)	1,554	1,132	ASTM C29/C29M-16 [27]
Voids (%)	37.79	37.44	ASTM C29/C29M-16 [27]
Specific gravity	2.59	1.81	ASTM C127-15 [28]
Water absorption (%)	1.48	0.95	ASTM C127-15 [28]

PPAs used in this study: (a) texture and physical appearance, (b) optical microscopic image, and (c) grading curve in comparison with the ASTM maximum and minimum limits of LWA [26].

Grading curve of the (a) natural coarse and (b) fine aggregates in comparison with the ASTM limits [26].

Table 2

Mix proportions for concrete mixes used in the current study.

Concrete series	W/C	Total water	Free water	Cement	Fine aggregate	Coarse aggregate
						PPA	CNA
	kg/m³
CN	0.50	240.3	225	450	880	—	688
PPAC25		239			847	141	516
PPAC50		237.6			815	282	344
PPAC75		236.2			782	423	172
PPAC100		234.8			750	565	—

Creep setup with (a) loaded sample and (b) unloaded samples.

Table 3

Major mechanical properties for all the concrete series

Sample	Dry density (kg/m³)	Compressive strength (MPa)	Tensile strength (MPa)	Flexural strength (MPa)	Modulus of elasticity (GPa)	Poisson ratio	Abrasion-weight loss (g)
CN	2,183	41.8	3.58	5.42	27.82	0.25	0.40
PPAC25	2,086	35.3	3.32	5.24	20.58	0.28	0.60
PPAC50	1,995	31.7	2.42	5.04	15.06	0.38	0.61
PPAC75	1,896	30.4	2.36	4.47	10.66	0.39	0.63
PPAC100	1,777	30.2	2.25	3.99	10.14	0.39	0.66

Results of time-dependent strain for loaded specimens of PPACs and CN.

Results of shrinkage strain for unloaded specimens of PPACs and CN.

Results of creep strain of PPACs and CN.

Table 4

Parameters of the creep coefficient in different models.

Type of model
AASHTO LRFD (2007) [39]	ACI 209.2R-08 [40]
$B = (61 - 0.58 f c')$	$B = 10$
$d = 1$	$d = 0.6$
$λ = 1.9$	$λ = 2.35$
$γ_{c} = k_{v s} k_{h} k_{f} t_{o}^{- 0.118}$	$γ_{c} = γ_{l a} γ_{H} γ_{v s} γ_{s} γ_{ρ} γ_{α}$
$K_{v s} = 1.45 - 0.0051 (v / s)$ ≥ 1.0	$γ_{l a} = 1.25 {(t_{o})}^{- 0.118}$
$K_{h} = 1.56 - 0.008 RH$	$γ_{H} = 1.27 - 0.0067 RH$
$k_{f} = \frac{35}{7 + f c'}$	$γ_{v s} = 2 / 3 1 + 1.13 \cdot e^{- .0213 \frac{v}{s})}]$
	$γ_{s} = 0.82 + 0.00264 (S_{l})$
	$γ_{ρ} = 0.88 + 0.0024 (ρ_{a})$
	$γ_{α} = 0.46 + 0.09 α$

Comparison between the experimental results and the predictions of the analytical models related to the creep coefficient of PPAC mixes.

Regression and experimental curves for creep coefficients of PPAC mixes.

Table 5

Regression analysis results of the PPAC mixes.

Model type	Parameter	Concrete type
Model type	Parameter	PPAC25	PPAC50	PPAC75	PPAC100
Best fit	B	17.72	26.45	12.71	12.46
	D	0.77	0.92	0.76	0.77
	C _u	3.04	2.42	3.03	2.05
	R ²	0.98	0.96	0.98	0.98
AASHTO (2007)	B	40.52	42.60	43.36	43.47
	D	1
	C _u	2.84	2.47	3.06	2.09
	R ²	0.97	0.96	0.93	0.92
ACI 209.2R-08	B	10
	D	0.6
	C _u	3.30	2.83	3.50	2.40
	R ²	0.97	0.94	0.96	0.96

Table 6

Calculations for calibrating the ACI models for PPAC mixes.

Model type	Parameter	Concrete type
Model type	Parameter	PPAC25	PPAC50	PPAC75	PPAC100
ACI 209.2R-08	$γ_{l a}$	0.844	0.844	0.844	0.844
	$γ_{H}$	1.015	1.015	1.015	1.015
	$γ_{v s}$	1.158	1.158	1.158	1.158
	$γ_{s}$	1.189	1.268	1.282	1.321
	$γ_{ρ}$	0.88	0.88	0.88	0.88
	$γ_{α}$	0.73	0.73	0.73	0.73
	$γ_{c}$	0.759	0.810	0.819	0.844
	$C_{u}$	3.30	2.83	3.50	2.40
	$λ_{PA} = C_{u} / γ_{c}$	4.35	3.49	4.27	2.84

Comparison between the proposed model and the experimental results for the creep coefficient of PPAC mixes.

Table 7

Coefficient of correlation of the proposed model for the creep coefficient of PPAC mixes.

Concrete type	Coefficient of correlation (equation (2))
PPAC25	0.98
PPAC50	0.96
PPAC75	0.97
PPAC100	0.97

Relationship between the dry density and creep coefficient for all the concrete series.

Relationship between the compressive strength (28 days) and creep coefficient for all the concrete series.

Relationship among the compressive strength, splitting tensile strength, and creep coefficient for all the concrete series.

Relationship among the Poisson ratio, compressive strength, and creep coefficient for all the concrete series.

References

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Articles in this issue

DOI: https://doi.org/10.2478/msp-2024-0052 | Journal eISSN: 2083-134X (formerly 2083-124X) | Journal ISSN: 2083-1331

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Language: English

Page range: 51 - 66

Submitted on: Nov 6, 2024

Accepted on: Jan 24, 2025

Published on: Mar 15, 2025

Published by: Wroclaw University of Science and Technology

In partnership with: Paradigm Publishing Services

Keywords:

Processed aggregates,

Instantaneous creep strain,

Ultimate shrinkage strain,

Ultimate creep strain,

Non-structural concrete

Related subjects:

Materials sciences,

Materials sciences, other,

Nanomaterials,

Functional and smart materials,

Materials characterization and properties

© 2025 Fahad K. Alqahtani, Idrees Zafar, published by Wroclaw University of Science and Technology
This work is licensed under the Creative Commons Attribution-NonCommercial-NoDerivatives 4.0 License.

Volume 43 (2025): Issue 1 (March 2025)

Evaluating the creep behaviour of plastic-processed aggregate-based concrete

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