Computational Integrated Smart HFRTB Concrete for Sustainable Constructions

doi:10.21203/rs.3.rs-1624889/v1

When hybrid fibre Reinforced Ternary Blended (HFRTB) concretes were exposed to sustained elevated temperatures for three hours (SET-3hrs), the effect of two cooling regimes (sudden and gradual) was examined. At 100^o C intervals, the temperature ranges from 100^o C to 1000^o C. Traditional concrete is compared to two ternary blended (TB) concretes (Cement + fly ash + GGBFS and Cement + fly ash + silica fume), as well as hybrid fibres (Galvanized iron + polypropylene). The specimens were put through a series of strength and durability tests, with slow cooling outperforming abrupt chilling.

cooling regime

sustained elevated temperatures

strength

ternary blended concrete

Life safety in the event of a fire is one of the most essential issues in the design of structures [1, 2]. Before using any construction materials in structural elements, it is vital to understand their behaviour [3, 4].

The widespread usage of concrete as a material in all constructions subjected to various forms of terrorism necessitates research into concrete's behaviour and durability at high temperatures [5, 6].

Thermal parameters of concrete are critical when dealing with the durability of concrete buildings subjected to high temperatures [7]. The duration and intensity of the exposure, as well as the combustibility of the materials used in construction, determine the degree of the damage [8, 9].

Concrete is incombustible in and of itself, and its temperature coefficient is nearly identical to that of steel [10]. The thermal expansion coefficient of cement paste in concrete is larger than that of aggregate [11].

Differential expansion due to a large difference in thermal co–efficient promotes bond breakage at the cement paste–aggregate interface [12].

In the construction of buildings, Portland cement concrete is commonly employed. It contributes to public safety in the face of fire threats [13, 14] and when evaluated for fire resistance, the addition of pozzolanas increases the microstructure and phase composition of concrete [15].

Steel fibres, on the other hand, help to resist pore pressure and prevent cracking and expansion, hence increasing tensile strength [16].

The inclusion of polypropylene fibres to concrete reduces fire-induced spalling [17, 18]. As a result, more research into the behaviour of hybrid fibre reinforced mixed concrete in high-temperature environments is needed.

When HFRTB concretes are exposed to SET-3 hrs, the major goal is to investigate the influence of two cooling regimes (sudden and gradual) on several strength and durability attributes. 30 degrees Celsius (RT), 100 degrees Celsius, 200 degrees Celsius, 300 degrees Celsius, 400 degrees Celsius^, 500 degrees Celsius^, 600 degrees Celsius, 700 degrees Celsius^, 800 degrees Celsius, 900 degrees Celsius, and 1000 degrees Celsius are the temperatures studied.

Compressive strength, split tensile strength (T), near-surface characteristics (water absorption, “w” and sorptivity, “S_o”), and modulus of elasticity (E) are the strength and durability factors studied. M30 traditional concrete and two “TB” concretes (Cement + fly ash + ground granulated blast furnace slag (C + FA + GGBFS) and Cement + fly ash + silica fume (C + FA + SF) were utilised in the study, with hybrid fibre (GIF + PPF) included in each concrete.

3.1 Cement used is OPC 43 grade and meets IS 8112:2013 [19] standards. Fineness = 270 m² /kg, specific gravity (SG) = 3.15, beginning and final setting time = 60 and 320 minutes, soundness = 2 mm, compressive strength (σ) for 3 days, 7 days, and 28 days are 27 N/mm², 38 N/mm², and 44 N/mm² accordingly, according to laboratory testing.

3.2 Sand is used in grading zone II, which is in compliance with IS 383:1970 [20]. The fineness modulus is 2.88, the silt content is 1.8 percent, the “SG” is 2.60, the bulking is 8.2%, the “w” is 1.0 percent, and the bulk density is 1827.12 kg/m³.

3.3 Coarse aggregate of 20 mm and down size is used and tested as per IS 383:1970[20]. The fineness modulus is 6.54, “SG” is 2.65, free moisture content is 0.00, “w” is 0.6 %, bulk density is 1886.53 kg/m³, impact value is 15 %, crushing value is 14.5 %.

3.4 Fly ash is brought from thermal power plant and meet the requirements as per IS 3812 (Part 1):2013 [21]. Laboratory tested results are, fineness = 333 m² /kg, particles retained on 45 micron IS sieve by wet sieving = 4.52 %, “SG” = 2.15, “σ” at 28 days = 23 MPa, soundness = 0.2%.

3.5 GGBFS is procured from Mangalore, Karnataka and satisfies requirements as per IS 12089:1987 [22]. Laboratory results are, fineness = 350 m² /kg, “σ” (MPa) for 7 and 28 days are 31.66 and 48.33 respectively, soundness = 0 mm, Initial setting time = 120 minutes, “SG” = 2.85.

3.6 GGBFS is sourced from Pune, Maharashtra, and meets IS 12089:1987 [22] standards. Fineness = 350 m² /kg, “σ” (MPa) for 7 and 28 days is 31.66 and 48.33, soundness = 0 mm, initial setting time = 120 minutes, “SG” = 2.85 are the laboratory results.

3.7 Silica fume obtained from Vadodara, Gujarat, meets IS 15388: 2003 [23] standards. Fineness = 20 m² /g, oversize retained on 45 micron IS Sieve = 3.6 percent, “σ” at 7 days = 26 MPa, “SG” = 2.2, bulk density = 640 kg/m³, black in colour, according to laboratory testing.

3.8 Local galvanised iron wires were cut into 50 mm long straight fibres with a thickness of 1 mm and a 50- aspect ratio. Maximum tensile strength = 825 MPa, density = 7850 kg/m³, brilliant and clean white look.

3.9 Polypropylene fibres were brought from Nagpur. Properties are, “SG” = 0.91, alkali resistant, chemical resistant, acid and salt resistant, denier = 1050, tensile strength = 0.67 kN/mm², young’s modulus = 4.00 kN/mm², melt point = 165, ignition point = 600, nil absorption, density–bulk = 910 kg/m³, 20 mm cut length, fibrillated (Mesh) form, natural white in colour with excellent dispersion.

3.10 Superplasticizer SP430 complying to IS 9103:1979 [24] is used to increase the workability and minimise the water content.

The following are some of the properties of superplasticizer that have been discovered. “SG” = 1.22, physical state and chloride content are liquid and Nil, respectively (IS 456:2000), air entrainment = 1%, brown colour with subtle odour, pH (Concentrate) = 7–8, soluble, dose = 0.5–2.0 litre/100 kg cement for concreting and curing, portable water is required.

According to IS 10262:2009 [25], concrete is intended for M30 grade. The water–cement ratio obtained at 0.45 after repeated experiments, and the 100-mm slump is maintained. The final mix proportion is 1:2.02:3.45.

The concrete combinations and their details are:

C + (GIF + PPF): 100% Cement and 0.5% GIF + 0.5% PPF
(C + FA + GGBFS) + (GIF + PPF): 70% Cement + 15% Fly ash + 15% GGBFS and 0.5% GIF + 0.5% PPF
(C + FA + SF) + (GIF + PPF): 70% Cement + 15% Fly ash + 15% Silica fume and 0.5% GIF + 0.5% PPF

By using the volume fraction approach, the blends are computed as a percentage by weight of cementitious material and fibres [25–27].

For σ and near-surface characteristics of concretes, 198 standard square block samples of 150 mm were cast, and 396 standard tube samples of 150 mm diameter and 300 mm height were produced for “T” and “E”.

For a total of 28 days, the specimens were left to cure. At the heat treatment plant, a SET test is performed. A pit style electrical furnace buried in the ground with Kanthal wire components and a 32-kW electrical load is used. 1200^o C is the greatest temperature.

The furnace is tube-shaped in design, with a diameter of 400 mm and a depth of 1.2 m, and a control panel with a temperature indicator. Ampere rating and temperature sensor the graph of the time Vs temperature curve of the furnace used to heat the specimens closely approaches the requirement of ISO 834:2014 [28]. [29, 30] Specimens were kept stress-free for 3 hours (retention time).

The concrete samples were immediately submerged in water after being removed from the furnace. whereas in gradual cooling, they were kept as they would be in the natural environment. “σ” is computed according to IS 516:1959 [31], T according to IS 5816:1999 [32], after temperature testing and cooling regimes. Near-surface properties [33, 34] (“w” and “S_o”) and “E” are also measured on the specimens.

The following table compares the strengths, near-surface properties, and “E” of “C”, C + FA + GGBFS, and C + FA + SF blends with GIF + PPF hybrid fibre combination for both cooling regimes vs all maintained elevated temperatures for 3 hours.

It is obvious from Tables 1, 2, and 3 that as temperature rises, compressive strength, “T”, and “E” decrease for all concrete combinations, and this variation is depicted in Figs. 1, 2, and 3, respectively. Compressive, “T”, and “E” all decreased slightly until 300^o C, after which they significantly decreased, with the largest loss occurring at 1000^o C for all combinations.

Tables 4 and 5 show that as temperature rises, “w” and “S_o” rise for all concrete combinations, as seen in Figs. 4 and 5, respectively.

Near-surface properties rose little until 400^o C, after which they grew dramatically, with the highest rise occurring at 1000^o C for all combinations. The concrete made with hybrid fibre and a C + FA + SF mix performs better in all temperatures.

When compared to concrete made with hybrid fibre and C + FA + SF mix, concrete made with hybrid fibre and C + FA + GGBFS blend had somewhat worse results, and concrete made with hybrid fibre and traditional concrete had drastically worse outcomes (C).

All of the test findings reveal a modest difference between the two cooling regimes, with slow cooling showing somewhat better performance than abrupt cooling for all temperatures and combinations.

This is due to a thermal shock on concrete caused by abrupt cooling, which ruptures the intermolecular link between the constituents [35].

Meanwhile, as specimens absorbed moisture from the environment during slow cooling, strength may be rebuilt [36].

The addition of a hybrid fibre combination increases “σ”, “T”, and “E”, while simultaneously lowering “w” and “S_o” [37, 38, 39].

Table 1

For abrupt and gradual cooling regimes vs all SET-3 hrs, σ findings of C, C + FA + GGBFS, and C + FA + SF mixes with GIF + PPF hybrid fibre combination
SET (⁰C)	Blend & Fibre Combination
	C + (GIF + PPF)		(C + FA + GGBFS) + (GIF + PPF)		(C + FA + SF) + (GIF + PPF)
	Cooling Regime
	Sudden Cooling	Gradual Cooling	Sudden Cooling	Gradual Cooling	Sudden Cooling	Gradual Cooling
	σ_avg (MPa)
30 degrees Celsius (RT)	46.24	47.31	54.13	54.72	54.92	55.83
100 degrees Celsius	46.24	46.87	53.60	54.90	54.45	54.76
200 degrees Celsius	45.14	45.86	52.94	53.06	53.99	54.64
300 degrees Celsius	44.01	44.06	52.35	52.98	53.00	53.30
400 degrees Celsius	40.37	40.28	49.72	50.32	50.08	51.10
500 degrees Celsius	36.10	36.54	46.87	47.54	47.08	48.08
600 degrees Celsius	31.36	31.66	44.12	44.65	44.65	44.80
700 degrees Celsius	26.60	26.29	40.34	40.84	40.87	41.00
800 degrees Celsius	21.80	22.60	36.24	36.87	36.08	36.98
900 degrees Celsius	17.20	17.40	31.89	31.84	32.05	32.66
1000 degrees Celsius	12.50	12.36	27.32	27.62	28.03	28.42

Table 2

“T” values of C, C + FA + GGBFS, and C + FA + SF blends with GIF + PPF hybrid fibre combination versus all maintained elevated temperatures for 3 hours for rapid and slow cooling regimes
SET ( ⁰C)	Blend & Fibre Combination
	C + (GIF + PPF)		(C + FA + GGBFS) + (GIF + PPF)		(C + FA + SF) + (GIF + PPF)
	Cooling Regime
	Sudden Cooling	Gradual Cooling	Sudden Cooling	Gradual Cooling	Sudden Cooling	Gradual Cooling
	T_avg (MPa)
30 degrees Celsius (RT)	5.07	5.21	6.08	6.22	6.18	6.28
100 degrees Celsius	5.00	5.13	6.01	6.17	6.21	6.23
200 degrees Celsius	4.93	5.05	5.90	6.05	6.02	6.13
300 degrees Celsius	4.71	4.83	5.60	5.74	5.75	5.84
400 degrees Celsius	4.30	4.43	5.25	5.40	5.36	5.45
500 degrees Celsius	3.84	3.95	4.65	4.77	4.75	4.84
600 degrees Celsius	3.15	3.24	4.06	4.15	4.18	4.26
700 degrees Celsius	2.52	2.61	3.57	3.77	3.72	3.81
800 degrees Celsius	1.89	1.94	3.05	3.15	3.22	3.30
900 degrees Celsius	1.32	1.41	2.40	2.52	2.70	2.76
1000 degrees Celsius	0.76	0.81	1.95	2.05	2.26	2.31

Table 3

For abrupt and gradual cooling regimes vs SET-3hrs, E results of C, C + FA + GGBFS, and C + FA + SF blends with GIF + PPF hybrid fibre combination
SET (⁰C)	Blend & Fibre Combination
	C + (GIF + PPF)		(C + FA + GGBFS) + (GIF + PPF)		(C + FA + SF) + (GIF + PPF)
	Cooling Regime
	Sudden Cooling	Gradual Cooling	Sudden Cooling	Gradual Cooling	Sudden Cooling	Gradual Cooling
	E_avg x 10⁴ (MPa
30 degrees Celsius (RT)	4.25	4.32	4.69	4.73	4.87	4.82
100 degrees Celsius	4.18	4.23	4.63	4.68	7.73	4.77
200 degrees Celsius	4.09	4.13	4.56	4.60	4.68	4.72
300 degrees Celsius	3.92	3.97	4.45	4.55	4.56	4.60
400 degrees Celsius	3.68	3.73	4.20	4.24	4.33	4.33
500 degrees Celsius	3.44	3.47	3.86	3.91	4.01	4.04
600 degrees Celsius	3.08	3.13	3.54	3.58	3.68	3.70
700 degrees Celsius	2.70	2.74	3.17	3.19	3.33	3.36
800 degrees Celsius	2.35	2.39	2.78	2.80	2.95	2.98
900 degrees Celsius	2.01	2.05	2.41	2.43	2.57	2.60
1000 degrees Celsius	1.66	1.69	2.00	2.01	2.20	2.20

Table 4

For abrupt and gradual cooling regimes, w performances of C, C + FA + GGBFS, and C + FA + SF blends with GIF + PPF hybrid fibre combination versus all maintained elevated temperatures for 3 hours
SET (⁰C)	Blend & Fibre Combination
	C + (GIF + PPF)		(C + FA + GGBFS) + (GIF + PPF)		(C + FA + SF) + (GIF + PPF)
	Cooling Regime
	Sudden Cooling	Gradual Cooling	Sudden Cooling	Gradual Cooling	Sudden Cooling	Gradual Cooling
	w_avg (%)
30 degrees Celsius (RT)	1.09	1.07	0.99	0.98	0.93	0.93
100 degrees Celsius	1.10	1.08	1.00	0.99	0.94	0.92
200 degrees Celsius	1.13	1.11	1.03	1.01	0.95	0.94
300 degrees Celsius	1.21	1.10	1.06	1.03	0.99	0.96
400 degrees Celsius	1.34	1.32	1.15	1.11	1.05	1.04
500 degrees Celsius	1.47	1.46	1.25	1.22	1.16	1.13
600 degrees Celsius	1.69	1.67	1.37	1.33	1.26	1.23
700 degrees Celsius	1.98	1.96	1.51	1.49	1.41	1.36
800 degrees Celsius	2.35	2.32	1.70	1.67	1.56	1.51
900 degrees Celsius	2.95	2.92	1.95	1.89	1.76	1.72
1000 degrees Celsius	3.90	3.86	2.29	2.18	2.05	1.99

Table 5

“S_o” results of C, C + FA + GGBFS, and C + FA + SF blends with GIF + PPF hybrid fibre combination versus all maintained elevated temperatures for 3 hours, for both rapid and slow cooling regimes
SET (⁰C)	Blend & Fibre Combination
	C + (GIF + PPF)		(C + FA + GGBFS) + (GIF + PPF)		(C + FA + SF) + (GIF + PPF)
	Cooling Regime
	Sudden Cooling	Gradual Cooling	Sudden Cooling	Gradual Cooling	Sudden Cooling	Gradual Cooling
	S_oavg(mm/min^0.5)
30 degrees Celsius (RT)	4.30	4.26	2.88	2.84	2.53	2.48
100 degrees Celsius	4.48	4.41	2.96	2.90	2.58	2.52
200 degrees Celsius	4.68	4.61	3.06	2.99	2.63	2.67
300 degrees Celsius	4.94	4.86	3.19	3.12	2.74	2.68
400 degrees Celsius	5.34	5.27	3.37	3.30	2.88	2.81
500 degrees Celsius	5.87	5.78	3.60	3.53	3.03	2.97
600 degrees Celsius	6.50	6.41	3.90	3.82	3.28	3.20
700 degrees Celsius	7.20	7.10	4.26	4.18	3.55	3.47
800 degrees Celsius	8.16	8.04	4.68	4.58	3.85	3.76
900 degrees Celsius	9.34	9.21	5.20	5.12	4.26	4.17
1000 degrees Celsius	11.09	10.88	5.91	5.80	4.72	4.62

From this study, the following findings can be drawn.

At 30 degrees Celsius (Reference Temperature), the maximum “σ”, “T”, “E”, and minimal “w” and “S_o” are observed. For all concrete combinations, “σ”, “T”, “E”, and near surface properties decrease as temperature rises.
- “σ”, “T”, and “E” all decreased slightly until 300 degrees Celsius, after which they significantly decreased, with the largest loss occurring at 1000 degrees Celsius for all combinations.
- The concrete produced with hybrid fibre and C + FA + SF blend shows better results against all temperatures until 400 degrees Celsius, after which they increased dramatically, with the maximum increase observed at 1000 degrees Celsius for all combinations.
- The concrete produced with hybrid fibre and C + FA + SF blend shows improved outcomes against all temperatures.
- When compared to concrete made with hybrid fibre and C + FA + SF mix, concrete made with hybrid fibre and C + FA + GGBFS blend had somewhat worse results, and concrete made with hybrid fibre and traditional concrete had drastically worse outcomes (C).
- The addition of a hybrid fibre combination increases “σ”, “T”, and “E” while also reducing “w” and “S_o”.
- There is a minor difference in all test results between the two cooling regimes; gradual cooling outperforms sudden cooling at all temperatures and for all combinations.

C: cement; E: Modulus of Elasticity; FA: Flay Ash; GGBS: Ground Granulated Blast Furnace Slag; GIF: Galvanized Iron Fibre; HFRTB: Hybrid Fibre Reinforced Ternary Blended; OPC: Ordinary Portland Cement; Ph: Potential of Hydrogen; RT: Reference Temperature; SET-3hrs: Sustained Elevated Temperatures for Three Hours; SF: Silica Fume; SG – Specific Gravity; So: Sorptivity; PPF: Polypropylene fibre; T: Split Tensile Strength; TB - Ternary Blended; w: Water Absorption; σ: Compressive Strength

Competing interests

The author declare that they have no known competing financial interests or personal relationships that could have appeared to influence the work reported in this paper.

Funding - This study had no funding from any resource

Authors’ contributions

Author is a post Ph.D. researcher, reviewed published papers and wrote the manuscript.

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No competing interests reported.

Computational Integrated Smart HFRTB Concrete for Sustainable Constructions

Status:

Version 1

Abstract

Figures

1 Introduction

2 Objectives Of Study

3 Materials

4 Experimental Methodologies

5 Results And Discussion

6 Conclusions

Abbreviations

Declarations

References

Additional Declarations

Status:

Version 1