CC BY
23Magazine of Civil Engineering. 2021. 105(5). Article No. 10502
Magazine of Civil Engineering
journal homepage: http://engstroy.spbstu.ru/
ISSN 2712-8172
DOI: 10.34910/MCE.105.2
Effect of sawdust ash and laterite on the electrical resistivity of concrete
A.J. Babafemia* , O.T. Akinolab, J J. Kolawoleac, S.C. Paul", M.J. Miahe a Stellenbosch University, Stellenbosch, South Africa, b Obafemi Awolowo University, Ile-Ife, Nigeria,
c School of Architecture, Building and Civil Engineering, Loughborough University, Loughborough, UK d International University of Business Agriculture and Technology, Dhaka, Bangladesh e University of Asia Pacific, Dhaka, Bangladesh
*E-mail: ajbabafemi@sun.ac.za
Keywords: laterite, sawdust ash, electrical resistivity, durability, water-cement ratio, laterized concrete
Abstract. This study is an experimental research aimed at evaluating the electrical resistivity of concrete containing laterite and sawdust ash (SDA). Laterite was used to partially replace the sand in concrete while SDA partially replaced cement as a supplementary cementitious material. Cylindrical samples of 0100 by 200 mm were used to evaluate the singular and combined influences of water-binder ratio, SDA and laterite on the electrical resistivity of concrete as a measure of durability. The sawdust ash content of 0, 10, 20 and 30% by weight of cement was considered while an optimum 30 % laterite content was examined and waterbinder ratios of 0.35, 0.50 and 0.65. Additionally, some samples were cured in 1 %, 3 % and 5 % of sodium chloride salt (NaCl) to simulate the marine environment. The electrical resistivity test was conducted using the four-electrode method (Wenner's Method) in accordance with ASTM C1202. The results of the investigations revealed that the resistivity of concrete generally increases with age at all replacement levels with optimum performance at a water-binder ratio of 0.50. Also, the results show that an increase in the sawdust ash content reduces the resistivity of concrete while the addition of laterite at 30% increases the electrical resistivity of concrete at increased water content. Chloride ion exposure generally reduces the ER of concrete while laterite reduces the impact of the chloride ion.
Concrete is a widely used construction material in the construction industry, hence making it one of the intensely researched materials in civil engineering [1]. However, concrete is a porous material, and the durability of concrete hangs on the properties of its microstructure such as the pore network, size, and interconnections. A finer pore network with less connectivity leads to lower penetrability. On the other hand, a porous microstructure with more degree of interconnections results in higher penetrability and reduced durability in general [2].
According to Baroghel-Bouny et al. [3], the long-term durability of reinforced concrete (RC) structures is a major concern for safety, economic and environmental reasons. There is an increasing number of RC structures and components of infrastructure that are not durable and are failing to realise their design service life [4]. Extensive experience has confirmed that the lack of concrete durability could often be related to a lack of proper quality control and problems during RC structure construction. Therefore, to ensure better construction quality and durability, there has been an increasing focus on the development of performance-based quality control techniques for concrete durability [5], [6]. One of the Non-Destructive
Babafemi, A.J., Akinola, O.T., Kolawole, J.T., Paul, S.C., Miah, M.J. Effect of sawdust ash and laterite on the electrical resistivity of concrete. Magazine of Civil Engineering. 2021. 105(5). Article No. 10502. DOI: 10.34910/MCE.105.2
© Babafemi, A.J., Akinola, O.T., Kolawole, J.T., Paul, S.C., Miah, M.J., 2021. Published by Peter the Great St.Petersburg Polytechnic University
This work is licensed under a CC BY-NC 4.0
1. Introduction
Test (NDT) commonly suggested in performance-based quality control programme is electrical resistivity [7], [8].
Electrical resistivity (ER) is a non-destructive assessment technology that is related to how easily ions can move inside the concrete, that is, it is a measure of the diffusion of ions in the concrete through the pore solution. Hope et al. [9] and Hunkeler [10] posited that the electrical resistivity of a concrete sample is related to several factors which include paste microstructure, moisture content and temperature, and it is also affected by the presence of contaminants like chloride and sulphate ions [11]. The presence of chloride ion in concrete's pore liquid can induce corrosion of reinforcing bars [12] which can originate from sea water or marine atmosphere [13]. This has made some studies [13]-[15] to suggest the use of ER to measure chloride diffusion in concrete. As proposed by Tuutti [16], electrical resistivity can be principally classified into two stages of durability which are before and after steel corrosion. Thus, it can be used as the barometer of durability during latent period relating to microstructure of concrete as well as corrosion progress period [9], [17], [18] where the corrosion contaminant affects ion diffusion. These can be idealised in the laboratory with long term water curing and chloride ion exposure after initial 28 days water curing.
The rate of corrosion of steel reinforcement embedded in concrete is governed by the magnitude of the ionic corrosion current which flows in the concrete between the anodic and cathodic areas on the reinforcement. The magnitude of this current is dependent on the potential difference between the anode and the cathode, and the electrical resistance of the concrete. The electrical resistivity measurements can help to quantify these but can be significantly affected by the porosity of concrete [19]. A porous concrete would permit more space for ionic movement which can make way for chemical agents to penetrate concrete. Densifying the microstructure of concrete would reduce pores, thereby limiting ionic movements. Efforts to densify the microstructure of concrete, leading to improved durability has led to the use of supplementary cementitious materials (SCMs) and natural fillers in concrete production [20], [21].
By now, SCMs have proven to be effective in meeting most of the requirements for durable concrete and blended cements are now used in many parts of the world [20]. However, to achieve workability in most blended cement concrete, the water to binder ratio would be increased where a superplasticizer is not available. The increase in the water to binder ratio will reduce the strength of the blended cement concrete since concrete strength is related to this ratio. One such material that has the potential, on a large scale to be used as SCM is sawdust ash (SDA). Many researchers have particularly found SDA a suitable agricultural by-product for use in formulating binary blended cements with ordinary Portland cement (OPC) [21], [22]. As the call for the use of alternative materials which the environment can afford continues to rise, laterite has a potential to serve as a cheap filler or sand replacement in concrete that can improve concrete's resistance to corrosion. In the tropics such as Nigeria, laterite is available in abundance almost from any borrow pit [23]. Laterized concrete is concrete containing some percentages of laterite as replacement for sand and some studies have successfully shown that laterized concrete can achieve similar mechanical properties and sulphate attack resistance with normal concrete [24]-[27]. This experimental study on electrical resistivity of laterized concrete attempts to advance this frontier of research.
Even though many works have shown that electrical resistivity of conventional concrete is affected by factors such as moisture content, sample geometry, chloride ion and temperature of the sample [28]-[32], such investigation is yet to be performed on laterized concrete. Hence, this study also investigates some ER influencing factors such as water-binder ratio, chloride ion exposure and its concentration; these were coupled with the effects of SDA at varying contents as a SCM, yielding a total of about 24 mixes. Four forms of concrete were formulated: normal concrete, SDA blended cement concrete, laterized concrete, and SDA blended cement laterized concrete.
2. Materials and Methods
2.1. Materials
Ordinary Portland cement (CEM II 42.5 N), sand, granite chippings, laterite, sawdust ash, portable water and superplasticizer were the materials used to prepare the test specimens. The coarse aggregate, granite had a maximum size of 19 mm. The grading curve of the sand, granite and laterite is shown in Figure 1; this test was performed according to BS EN 933-1 [33]. Table 1 shows the physical properties of the sand, laterite and granite. Standards procedures have been followed to obtain the physical properties of the materials and binders.
Sieve sizes (mm) Figure 1. Grading curve of sand, laterite and granite.
Table 1. Physical properties of sand, laterite and granite.
Properties Laterite Sand Granite
Fineness modulus 3.03 3.12 6.95
Coefficient of uniformity (Cu) 5.57 3.47 1.55
Coefficient of curvature (Cc) 1.00 1.00 1.00
Specific gravity 2.53 2.62 2.80
Water absorption (%) 7.33 5.17 0.88
Liquid limit (%) 37.0 - -
Plastic limit (%) 17.0 - -
Plasticity index (%) 20.0 - -
The sawdust was collected from a sawmill and thereafter burnt in the open-air to reduce the bulk of the sawdust. It was then transferred to a temperature-controlled kiln for calcination at 650 °C, the resulting ash was sieved for use as SDA. It should be noted that the sawdust was fillings from different woods in the Sawmill. Table 2 shows the physical and chemical properties of the cement and the SDA. X-ray fluorescent (XRF) analyzer was used in determining the oxide composition of the SDA according to the requirements of BS ISO 29581-2 [34]; the mineralogy of the SDA and laterite was determined by X-ray diffraction according to BS EN 13925-2 [35] while their morphology was investigated by scanning electronic microscopy (SEM+EDX) in accordance to BS ISO 16700 [36]. The SDA particles that passed through sieve aperture 75 ^m was used to replace the OPC at 0, 10, 20 and 30%.
The fineness of the OPC was obtained by the percentage of mass retained on 75 ^m sieves as 20.96% while 20.86% was obtained for SDA. This shows that the OPC is almost of the same fineness as SDA. According to ASTM C618 [37], a limit of 34% is set which is met by the materials. The specific gravity of cement is higher than of SDA (3.14 and 2.08, respectively). The lower values obtained for the specific gravity of the SDA implies that a larger quantity of SDA will be required for batching in relation to OPC.
Table 2. Properties of cement and sawdust ash.
Properties/constituents OPC SDA
Fineness (% residue on 75 pm sieve) 20.96 20.86
Consistency (%) 28 52
Initial setting time (min) 110 -
Final setting Time (min) 210 -
Soundness (mm) 0.00 -1.00
Specific gravity 3.14 2.08
Properties/constituents OPC SDA
SiO2 16.82 66.96
AI2O3 4.35 5.29
Fe2O3 2.43 2.65
CaO 60.39 9.53
MgO 1.43 5.48
SO3 1.64 0.68
K2O 0.16 0.15
Na2O 0.02 0.06
MnO 0.04 0.01
P2O5 0.21 0.48
TiO2 0.24 0.00
LOI 9.84 4.85
Free Lime 0.36 0.00
SiO2 + AI2O3 + Fe2O3 23.60 74.94
C3S 85.25
C2S 16.15
C3A 7.42
C4AF 7.39
2.2. Concrete mixture of SDA blended cement laterized concrete
Twenty-four different mix proportions involving cement, SDA and lateritic soil were prepared as shown in Table 3. The cement was replaced with SDA at 0, 10, 20 and 30% while the laterite was kept constant at 30% as a replacement for sand. The water-to-binder ratios (w/b) of 0.35, 0.50 and 0.65 were used.
The concrete ingredients were batched by weight and mixed manually on a neat impermeable platform with a predetermined amount of water. The cement and SDA were first thoroughly mixed manually to obtain a uniform mixture. The blended cement was then spread over the already mixed aggregate and remixed before water was added to the dry mix. Afterwards, the required dosage of superplasticizer (Mapefluid - N200) was added to obtain a medium slump, Class S2 (50 - 90 mm) for all mixes. The concrete was then thoroughly mixed for additional two minutes. Mixing was concluded when the concrete showed a uniform blend. Slump test was thereafter carried out to determine the workability of each mix. The tests were conducted out by the requirements of BS EN 12350-2 [38].
Table 3. Mix proportion for each replacement levels.
w/b ratio Replacement levels (%) OPC:SDA:LAT* Labels Cement (kg/m3) SDA (kg/m3) Sand (kg/m3) Laterite (kg/m3) Granite (kg/m3) Water (kg/m3) SP* (kg/m3)
100:0:0 1C 350 0 900 0 1200 227.5 3.80
90:10:0 1CS1 315 35 900 0 1200 227.5 4.20
80:20:0 1CS2 280 70 900 0 1200 227.5 6.30
0.65 70:30:0 1CS3 245 105 900 0 1200 227.5 5.60
100:0:30 1CL 350 0 630 270 1200 227.5 5.20
90:10:30 1CLS1 315 35 630 270 1200 227.5 9.70
80:20:30 1CLS2 280 70 630 270 1200 227.5 16.2
70:30:30 1CLS3 245 105 630 270 1200 227.5 8.35
100:0:0 2C 350 0 900 0 1200 175.0 4.87
90:10:0 2CS1 315 35 900 0 1200 175.0 5.63
80:20:0 2CS2 280 70 900 0 1200 175.0 6.95
0.5 70:30:0 2CS3 245 105 900 0 1200 175.0 6.05
100:0:30 2CL 350 0 630 270 1200 175.0 9.97
w/b ratio Replacement levels (%) OPC:SDA:LAT* Labels Cement (kg/m3) SDA (kg/m3) Sand (kg/m3) Laterite (kg/m3) Granite (kg/m3) Water (kg/m3) SP* (kg/m3)
90:10:30 2CLS1 315 35 630 270 1200 175.0 6.40
80:20:30 2CLS2 280 70 630 270 1200 175.0 8.97
70:30:30 2CLS3 245 105 630 270 1200 175.0 9.82
100:0:0 3C 350 0 900 0 1200 122.5 5.05
90:10:0 3CS1 315 35 900 0 1200 122.5 6.43
80:20:0 3CS2 280 70 900 0 1200 122.5 8.23
0.35 70:30:0 3CS3 245 105 900 0 1200 122.5 9.27
100:0:30 3CL 350 0 630 270 1200 122.5 6.15
90:10:30 3CLS1 315 35 630 270 1200 122.5 7.50
80:20:30 3CLS2 280 70 630 270 1200 122.5 8.45
70:30:30 3CLS3 245 105 630 270 1200 122.5 11.59
* OPC - Ordinary Portland cement, SDA - saw dust ash, LAT - Laterite, SP - Superplasticizer
2.3. Sample preparation
Cylindrical moulds of 0100*200 mm was used for casting the test specimen. The moulds were thoroughly cleaned and coated with mould oil before casting to ensure easy de-moulding. The casting was done in accordance with ASTM C192/C192M [39]. After casting, sackcloth was placed over the moulds to avoid evaporation of mix water from the concrete cylinder samples.
De-moulding of the specimens took place after 24 hours of casting, and then was kept in an area free from vibration, dehydration and direct rays of sunlight and other sources of heat. After 28 days of water curing, specimens were transferred to various concentrations of sodium chloride (NaCl) for a maximum period of 60 days. Control specimens were also cured in the water alongside those cured in NaCl for a maximum of 88 days, NaCl concentrations of 1%, 3%, and 5% were used for the investigation. This represents the extreme forms of concrete exposure of typical ocean salt concentration with an average of 3.5% [40] that can penetrate/diffuse into the concrete as contaminants. 1% and 5% concentrations were also selected to represent possible lower and higher concentrations that can occur due to probable variation of salt concentration in the ocean.
2.4. Experimental tests
Electrical resistivity (ER) of the concrete specimens after various curing ages was determined. The test was carried out using the four-electrode method (Wenner's Method) in accordance with AASHTO T 358 [41]. Studies such as Azarsa and Gupta [42] and Lencioni and Lima [43] rated Wenner's method an easily deployable approach to determining electrical resistivity and better than the two-point method. 360 cylindrical specimens were used to determine the effect of SDA and water/cement ratio on the electrical resistivity of laterized concrete at curing ages of 7, 14, 28, 58 and 88 days in water; 216 cylinder specimens were also used to determine the effect of 1, 3 and 5% NaCl concentration on the electrical resistivity of blended cement laterized concrete at 30 and 60 days after water curing for 28 days. Four data points were taken per sample and at least three samples were tested for the ER, and the average reported. The schematic diagram of the test equipment is shown in Figure 2. For qualitative purposes AASHTO T 358 [41] classifies the ER values into high (< 12 kQ.cm), moderate (12-21 kQ.cm), low (21-37 kQ.cm), very low (37-254 kQ.cm) and negligible (> 254 kQ.cm) potentials for chloride ion penetration based on established correlations. According to AASHTO T 358 [41], curing in lime solution reduces the ER by 10% and should be factored into the ER values. In the case of this study, no correction factors were applied on the ER of the specimens cured in NaCl since they were initially cured in water for 28 days.
Figure 2. Schematic representation for measurement of electrical resistivity.
3. Results and Discussion
3.1. Mineralogy and morphology of the SDA and laterite
Figure 3 shows the mineralogy of both the saw dust ash (SDA) and laterite. The peaks in the XRD results depict crystalline phases with position and intensity proportional to crystalline compounds [44]. The intensity peaks in Figure 3 shows that the laterite has more crystalline structures than the SDA. This is in order of their use since amorphous compounds (less crystalline) is more reactive with hydrated lime (Ca(OH)2) as a supplementary cementitious material (SCM) while the more stable crystalline nature of the laterite suits its use as a filler and replacement of sand.
12 10
CO
3 8
>x >1 i 6
-SDA
10
CO
0 X ^ 6
c
<u
1 4 A
2-
0
Laterite
\wA/
10 20 30 40 50 60 70 80 Angle (20)
10 20 30 40 50 60 70 80 Angle (20)
Figure 3. XRD pattern of (a) saw dust ash (SDA) and (b) laterite.
Figure 4 show the morphology of the SDA and laterite. The images were obtained using a Zeiss MERLIN high-resolution Scanning Electron Microscopy (SEM). The samples were scanned on a coated carbon tape. The results show that the SDA particles tend to be flat with more regularity and less sperity while the laterite is fairly flat but more rounded. This shape is envisaged to require more water for lubrication, hence workability, as compared to more rounded shapes. This was observed in the next section on the concrete's workability. Since both Figure 4a and b are of the same magnification (200 nm), it can be said that the SDA particles are more bigger than that of the laterite, though the laterite particles seem to agglomerate into bigger particles (lumps). The shape and form of SDA is probably due to its burning that turns it into ash as compared to laterite in its natural form. The energy dispersive X-ray analysis (EDX) shown in Figure 5 helps to quantify the elemental analysis of the material which is shown in Table 4. The richness of the laterite in silica and alumina explains the additional crystalline phases detected as peaks in Figure 3. That is, laterite is known to have phases of quartz (crystalline SiO2), gibbsite [Al(OH)3], kaolinite [Al2Si2O5(OH)4] and hematite (Fe2O3) [45], [46] which coincides with the detected substantial elemental content (Si, Al, Fe) of the laterite in Table 4.
4
Figure 4. SEM images of (a) saw dust ash and (b) laterite at 200 nm magnification.
Figure 5. EDX microanalysis of the (a) saw dust ash and (b) laterite.
Table 4. Elemental composition of the SDA and laterite.
O Mg Al Si P S Cl K Ca Ti Fe Cu
Laterite SDA 65.88 64.83 0 2.68 14.81 0.77 14.86 2.61 0 0.70 0 0.96 0.03 0.30 0.03 7.79 0 18.34 0.55 0.06 3.55 0.40 0.28 0.59
3.2. Workability of the concrete
The slump of every wet concrete mix was carried out as a measure of the workability, and the result is shown in Figure 6. The labels on top of the columns represent the ratio of the superplasticizer (SP) of each mix as a ratio of the control mix; this ratio is normalized by the value of the slump. The result reveals that as the percentage of SDA content increases, the superplasticizer required for mixing to achieve a slump of Class S2 also increases at all w/b ratio. All slump values were within the range of 55-65 mm, this was done to ensure that the concrete's compaction does not influence the microstructure differently; hence, allowing for ER results limited to the concrete's material variation. With the addition of laterite at a constant amount of 30% to all these mixes, the demand for the superplasticizer increases to keep the mix at a medium workability. It can be said that the addition of SDA to laterized concrete makes it stiffer than just adding SDA to normal concrete. For example, addition of 30% SDA to normal concrete required 1.2 times more SP at 0.5 w/b ratio while addition of 30% SDA to laterized concrete required 2 times more SP. This trend is similar at all SDA contents and w/b ratios. It can, therefore, be concluded that the SDA blended cement laterized concrete becomes stiffer and less workable as the content of the SDA increases and much more with the addition of laterite. The flat nature of the SDA and laterite particles from the SEM images in Section 3.1 explains the observed reduction of workability (and increased superplasticizer requirement) due to their inclusion in concrete because more water is needed to lubricate their particles than rounder particles.
90
80
70
1|60
^50 E
JE 40
OT
30 20 10 0
IZ
0.65
CD CD
N Ifi ©
co m CM
n
n
n
n
n
<N _
O)
0.5
£ s?
FTVl 0.35
J2 ^ CN C\l CD 00 C\l
CO CD
O
oo cm
Ot-CNCO—Ii-CNCOO
w w w o w w w
O O O —I —I —I
o o o
f
t-CNCO—lt-CNCOO
w w w o w w w
O O O —I —I —I
»«■ o o o Mixes
o o o
T— f\l CO
(D (D (D
o o o
Figure 6. Slump values of SDA blended cement laterized concrete.
3.3. Electrical resistivity (ER) of the concrete 3.3.1. Effect of water-binder ratio: normal and laterized concrete
The effect of the water-binder ratio on the electrical resistivity (ER) of the normal concrete (Mix C) and laterized concrete (Mix CL), at curing ages of 7, 14, 28, 58 and 88 days is shown in Figure 7. The results presented are the average values of three samples taken when the concrete is in the moist state (30 minutes after removal from the curing tank). The specimens were surface dried before the readings were taken. From the result, it is evident that the resistivity of the concrete is a function of age; it increases with curing age irrespective of the w/b ratio and material content. The increase in resistivity with age is due to further hydration as a function of age which improves microstructure against the movement of ions through the pore structure. It should be noted that this was also observed for other mixes (containing SDA with/without laterite) with the curing age. The increase in resistivity of concrete with curing age has been confirmed by previous researchers [47], [48]. However, unlike this study, some studies [47], [49] showed that the ER stabilized at about 14 days at 0.5 w-b ratio.
140-
120
a 100
5
80
H (0 cu
J= 60
ro o
_cu LU
20-
7 14 28 58 88 7 14 28 58 88 Curing age (days)
Figure 7. Electrical resistivity of the control concrete at different w/b ratio and curing age.
From the study of Dong et al. [50] and Su et al. [51], ER resistivity is supposed to increase as w/c ratio increases; this is similar for this study except for 0.5 w/b. According to Neville [52], moist concrete acts as an electrolyte, hence, lower resistivity at higher w/b ratio. It will be observed that at all ages, the resistivity of the normal concrete was higher at a w/c of 0.50 compared to those of 0.35; this difference becomes pronounced as the curing age increased, especially above 28 days. Though considerable effort was made to ensure similar workability of the fresh concrete, the results of Figure 6 revealed that the control mix is stiffest at w/b of 0.35 (slump - 55 mm) followed by that of 0.65 (slump - 60 mm) and 0.5 (slump - 65 mm)
0
which could influence the efficacy of the equal amount of compaction applied; hence, the pore structure (voids and its interconnectivity) and measured ER. That is, assuming equally applied compaction, 0.5 w/b has a higher chance to achieve denser microstructure for less voids and interconnectivity due to its less slump; hence, having higher ER. In the same vein, the laterized concrete also shows that w/b ratio of 0.65 and 0.5 improved the resistivity more than that of 0.35 and these improvements increases with the curing age. Possible reason for this is the increased water content that is absorbable by the laterite for microstructure densification, this is explained further in the next section.
Water-to-binder ratio as a measure of water content is a crucial factor which determines concrete resistivity because it controls the performance of the concrete. Not only does the w/b ratio has a significant effect on strength and durability of the concrete, but also plays an important role in the microstructure of the cement paste, as well as the ionic concentration of the pore solution. Therefore, an increase in w/b ratio can be concluded to cause a higher porosity and coarser pore structure of the concrete; hence, lower electrical resistivity [53]-[55]. Furthermore, a stiffer concrete can reduce the efficacy of compaction, causing lower ER (due to higher porosity and coarser pore structure). Though the AASHTO T 358 code [41] stated that the classification highlighted in Section 2.4 must be used with caution, all the mixes can be said to have high potential for chloride ion penetration. The use of laterite did not cause any significant change in the classification for chloride ion penetration; as found later, this is also the case for the SDA. Therefore, the effects of the laterite and/or SDA lies in the variation of the numeric results of the ER.
3.3.2. Effect of laterite on ER of normal concrete
As previously stated, laterite at optimum replacement level of 30% [56], [57] was introduced into the concrete mix to form what has been termed laterized concrete. The result of the impact of the laterite on the electrical resistivity of concrete mixes (Mixes CL) at the various w/b ratios and curing ages is shown in Figure 8. The general trend is that the addition of laterite in the concrete reduces the resistivity. It can, however, be observed from the figure that the higher the w/b ratio, the lesser the detrimental influence of the laterite on the concrete's resistivity. In fact, at 28 days curing age and later ages, the laterite increased the ER of concrete at w/b of 0.65 by 99%, 141% and 67%, respectively. This could be due to the fact that laterite as part of the fine aggregate absorbs more water (Table 1) to densify the microstructure and inhibit ion movement, especially along the interfacial transition zone (ITZ) [58], [59]; this absorption will be, expectedly, more pronounced at higher w/b ratio such as 0.65 and 0.5 as noted in the previous section. The recent study of Yaragal et al. [28] achieved similar ITZs for laterized and normal concretes at a w-b ratio of 0.5; in this case, the laterite was pre-wetted which can negatively impact the ITZ development of the laterized concrete. Furthermore, it implies that, similar to the effects of w/b ratio in the previous section, increased curing magnifies the effects of the laterite on the ER.
Figure 8. Effect of laterite on the electrical resistivity of concrete at various curing ages.
3.3.3. Effect of saw dust ash (SDA) on ER of normal concrete
The results shown in Figure 9 represent the impact of SDA content at various water-binder ratio and curing ages on the electrical resistivity of concrete. Similar to the normal concrete, concrete mixes containing SDA (Mixes CS1, CS2 and CS3) reveal that increased w/b ratio reduces the ER, the optimum being 0.35. This is dissimilar to the results of Rupnow et al. [60] containing slag SCM which showed increased ER values from w-b ratio of 0.35 to 0.65, which could be due to less reactivity of SDA as explained
later. More importantly, w/b ratio of 0.65 and 0.35 tends to dampen the effects of the SDA on the ER of the concrete while 0.5 w/b ratio tends to magnify the influence of the SDA. That is, there is lesser difference between the ERs of the mixes at both 0.65 and 0.35 w/b ratio. For example, at 28 days curing, the difference between the ERs of Mixes C/CS2 and CS1/CS3 at 0.35 w/b ratio are 16% and 8%, respectively, while it was 61% and 55%, respectively, at 0.5 w/b ratio. Again, at the different replacement levels of cement with SDA, the resistivity of concrete mixes increases with curing ages due to further hydration. This behaviour could be due to some pozzolanic action induced by the higher content of SiO2, AhO3 and Fe2O3 (fallen into Class N raw and calcined natural pozzolans recommended in ASTM C618, see Table 2) in SDA, which increases the amount of secondary CSH, and at the same time continuous formation of hydration product with time (i.e., lower un-hydrated binders). It is noted that the higher content of SDA decreases the ER values; even at later ages of 58 and 88 days when blended cement concrete is expected to have improved properties [61]. This could be attributed to the higher percentage of MgO (5.48%), which could induce higher expansion (soundness, see Table 2), resulting in higher cracking and lower ER. Unlike rice husk ash with a higher reactivity as a pozzolan in concrete [62], SDA has been shown to have a rather reduced reactivity compared to control samples even at later ages [63], [64]. Figure 9 also reveals that the addition of SDA impacts more negatively on the resistivity of concrete than those of laterite. For example, at 28 days curing, laterite (Mix CL - 30% content) impacted the concrete by +50%, -7% and -45% at 0.65, 0.5 and 0.35 w/b ratio, respectively, while the SDA (Mix CS3 - 30% content) impacted the concrete by -42%, -73% and -24%, respectively.
Figure 9. Effect of saw dust ash on the electrical resistivity of concrete at various curing ages.
3.3.4. Effect of saw dust ash (SDA) on ER of laterized concrete
Figure 10 shows the influence of SDA blended cement on the electrical resistivity of laterized concrete. The intention of the figure is to depict the effects of adding both laterite and SDA in concrete. The effects can be proposed to be in two parts: early age (7 and 14 days) and later age (28, 58 and 88 days) at all w/b ratios. At early age, the influence of SDA on laterized concrete tends to be minimal while at later age it tends to be pronounced. For example, at 7 days curing and 0.65 w/b ratio, 30% SDA content (Mix CLS3) impacted the ER of laterized concrete by -27% while it impacted the ER by -72% at 88 days curing. That is, similar to the effect of SDA on ER of normal concrete in the previous section, increased curing tends to magnify the effects of SDA on the ER of laterized concrete. At lower w-b ratio of 0.35, the ER increased for the laterized concrete blended with 10% and 30% SDA at later age while the ER decreased at higher w-b ratios. This behaviour could be due to some pozzolanic action (as explained earlier) which densifies the concrete matrix especially at later ages where the SDA influence became pronounced. The variation in this study has been confirmed by Singh and Singh [65] that showed that the ER of concrete is dependent on the binder combination and nature of aggregates. Singh and Singh [65] made use of silica fume/metakaolin as SCMs and reused concrete aggregates as substitute for river sand.
Figure 10. Effect of SDA on the electrical resistivity of laterized concrete at various curing ages.
3.3.5. Electrical resistivity of concrete containing SDA and laterite exposed to chloride ion
This section examines the electrical resistivity (ER) of SDA blended cement laterized concrete exposed to chloride solution. Chloride ion in concrete's pore solution is expected to increase the easy passage of electricity. Hence, a reduction in the ER is expected for the concrete cured in NaCl. It should be noted that the samples were initially cured in water for 28 days before exposure to NaCl for 30 and 60 days. Similar to Section 3.3, this section attempts to delineate the effects of w-b ratio, laterite and SDA, singularly and jointly, on the electrical resistivity.
Figure 11 shows the ER of Mix C and CL in 1, 3 and 5% NaCl at 0.65, 0.5 and 0.35 w-b ratio exposed to NaCl for 30 and 60 days. This figure delineates the effects of laterite, w-b ratio, NaCl concentration, and exposure time. The more the exposure period and chloride ion concentration, the less the ER of the samples; this is also evident in Figure 12 and Figure 13 that depict the effects of SDA (combined with that of w-b ratio) on normal and laterized concrete, respectively. This is because more exposure time and chloride ions would allow for additional penetration of the chloride ions that can create more routes for the passage of electric current. The inclusion of laterite in concrete tends to reduce the ER of the concrete, however, laterite greatly improved the ER at 0.65 w-b ratio. For example, at 30/60 days exposure, the laterite averagely increased the ER by 230%/61% at 0.65 w-b ratio while it reduced the ER by 34 %/31 % at 0.5 w-b ratio and 13 %/31 % at 0.35 w-b ratio, respectively. This is similar to the water curing in Section 3.3.2 where increased water content is envisaged to improve the effectiveness of laterite in mitigating durability problems. The trend in the example sentence also revealed that continued exposure to chloride ion seems to drastically reduce the effectiveness of the laterite at the increased water content. Similar to the results for water curing, 0.5 w-b ratio yielded the highest resistivity in chloride ion.
Figure 11. Impact of chloride ion exposure on the ER of normal and laterized concrete.
Figure 12 depicts the influence of SDA on the ER of concrete in the presence of chloride ion. Similar to water curing, lower w-b ratio tends to improve the effectiveness of the SDA in concrete in NaCl solution. This effectiveness being magnified due to the NaCl solution, especially at 0.35 w-b ratio. At 30/60 days of NaCl exposure at 0.35 w-b ratio, 30% inclusion of SDA in normal concrete impacted the ER by an average of +71 %/+17 %, respectively, while water cured samples had -13%/-23% decrease due to 30% SDA.
Figure 12. Effects of chloride ion exposure on the ER of normal and SDA blended cement
concrete.
The impact of SDA in improving ER of concrete (Figure 13) tends to be dampened due to the presence of laterite, especially at the lower 0.35 w-b ratio identified (see previous paragraph) for SDA utmost efficiency in normal concrete. From Figure 13, 30% inclusion of SDA in laterized concrete at 0.35 w-b ratio and 30/60 days exposure impacted the ER by an average of +31%/+2% respectively which is quite low to that of normal concrete (+71%/+17%). Similar to the SDA in normal concrete, the presence of chloride ion in laterized concrete tends to improve the effectiveness of the SDA.
Figure 13. Effects of chloride ion exposure on the ER of normal and SDA blended cement
concrete.
3.3.6. Statistical analysis of the effects of w/b ratio, SDA and laterite on the ER of concrete
The essence of the statistical analysis is to examine the kind of relationship and extent of influence of the considered parameters influencing the electrical resistivity (ER) of concrete. These parameters include w-b ratio, SDA, laterite, curing age, and chloride ion. An analysis of variance (ANOVA) showed that significant differences exist within and between the considered parameters (see Tables 5-7), implying that statistical inferences can be made to reinforce inferences made earlier from the experimental results.
Table 5. Univariate ANOVA results for blended cement normal concrete.
Dependent Variable: Resistivity
Source Type III Sum of Squares df Mean Square F Sig.
Corrected Model Intercept SDA 1003767252.861a 2122246356.806 240117320.994 59 1 3 17013004.286 2122246356.806 80039106.998 481.467 60059.449 2265.102 .000 .000 .000
w-b ratio 13252728.711 2 6626364.356 187.526 .000
Curing 327062851.222 4 81765712.806 2313.965 .000
SDA * w-b ratio 148135513.822 6 24689252.304 698.704 .000
SDA * curing 124052965.533 12 10337747.128 292.558 .000
w-b ratio * curing 32224314.178 8 4028039.272 113.993 .000
SDA * w-b ratio * curing Error Total Corrected Total 118921558.400 4240291.333 3130253901.000 1008007544.194 24 120 180 179 4955064.933 35335.761 140.228 .000
R Squared = 0.996, adjusted R Squared = 0.99, significance level p=0.05
Table 6. Univariate ANOVA results for blended cement laterized concrete.
Dependent Variable: Resistivity
Source Type III Sum of Squares df Mean Square F Sig.
Corrected Model 2040372430.122a 119 17145986.808 434.915 .000
Intercept 5320664977.878 1 5320664977.878 134960.762 .000
w-b ratio 160075425.506 2 80037712.753 2030.188 .000
Mix (SDA, laterite) 540706908.389 7 77243844.056 1959.321 .000
Curing 550901403.761 4 137725350.940 3493.458 .000
w-b ratio * mix 403022369.828 14 28787312.131 730.202 .000
w-b ratio * curing 25300341.772 8 3162542.722 80.219 .000
mix * curing 174279559.972 28 6224269.999 157.881 .000
w-b ratio * mix * curing 186086420.894 56 3322971.802 84.288 .000
Error 9461710.000 240 39423.792
Total 7370499118.000 360
Corrected Total 2049834140.122 359
a. R Squared = 0.995, adjusted R Squared = 0.993, significance level p=0.05
Table 7. Univariate ANOVA results for blended cement laterized concrete exposed to chloride ions.
Dependent Variable: Resistivity
Source Type III Sum of Squares df Mean Square F Sig.
Corrected Model 2471098784.998a 191 12937689.974 385.934 .000
Intercept 7322788246.671 1 7322788246.671 218440.493 .000
w-b ratio 121762700.847 2 60881350.424 1816.105 .000
Mix (SDA, laterite) 472689447.984 7 67527063.998 2014.348 .000
Chloride 606444066.769 3 202148022.256 6030.123 .000
Curing 13989781.752 1 13989781.752 417.318 .000
w-b ratio * mix 666290802.208 14 47592200.158 1419.687 .000
Dependent Variable: Resistivity
Source Type III Sum of Squares df Mean Square F Sig.
w-b ratio * chloride 20576840.736 6 3429473.456 102.302 .000
w-b ratio * curing 6483224.222 2 3241612.111 96.698 .000
mix * chloride 204215511.523 21 9724548.168 290.086 .000
mix * curing 15837016.679 7 2262430.954 67.489 .000
chloride * curing 74549371.880 3 24849790.627 741.275 .000
w-b ratio * mix * chloride 155038680.764 42 3691397.161 110.115 .000
w-b ratio * mix * curing 53167007.389 14 3797643.385 113.285 .000
w-b ratio * chloride * curing 1949610.083 6 324935.014 9.693 .000
mix * chloride * curing 18734507.078 21 892119.385 26.612 .000
w-b ratio * mix * chloride * curing 39370215.083 42 937386.073 27.962 .000
Error 12872845.333 384 33523.035
Total 9806759877.000 576
Corrected Total 2483971630.332 575
R Squared = 0.995, adjusted R Squared = 0.992, significance level p=0.05
Table 8 shows the correlation analysis which depicts the magnitude of influence of each material component on the workability. The italicized values show significant correlation. The Pearson correlation coefficients help to establish the relationship between the variables (such as slump versus SDA/laterite content, w-b ratio, SP content), that is, the strength of association between them in pairs. The laterite tends to negatively impact the slump more than the SDA and w-b ratio. This can imply that the laterite has more affinity for water than the SDA while the superplasticizer tends to positively improve the workability more than the water content. Furthermore, correlation analysis was carried between the electrical resistivity and the considered parameters (Table 9). The number of samples (N) represent specimens tested with unique values/result used in the correlation analysis. Table 9 reveals that curing age (out of all the parameters) have the highest impact on the ER except when it is exposed to chloride ion where the concentration of the ion influences more than the exposure time. Generally, SDA and laterite inclusion negatively affects the ER while the w-b ratio seems to positively influence the ER. It should, however, be noted that this positive influence is only significant for concrete containing both SDA and laterite (including exposure to chloride ion).
Table 8. Pearson correlation analysis of the parameter influencing the workability.
SDA content laterite content w-b ratio SP* content
Slump -0.304 -0.576 +0.315 +0.651
* SP - superplasticizer, number of samples (N) = 24, significance level p=0.05 Table 9. Pearson correlation analysis of the parameter influencing the electrical resistivity.
Mixes
SDA content laterite content w-b ratio curing age % NaCl
Laterized concrete ER - -0.124 +0.037 +0.707 -
SDA blended concrete ER -0.421 - +0.097 +0.548 -
SDA blended laterized concrete ER -0.364 +0.276 +0.505 -
SDA blended laterized concrete in NaCl ER -0.277 +0.220 -0.075 -0.457
* SP - superplasticizer; number of samples (N) = 90, 180, 360, 576 respectively; significance level p=0.05
Various Duncan multi range test results are shown in Table 10 to observe the average ER within each considered parameter. This statistics helps to reinforce the general inductions (from the previous sections) that increased curing improved the ER of the concrete, increased w-b ratio decreases the ER, increased SDA content reduces the ER; and that in the presence of chloride ion, latertie improves the ER of concrete while the further inclusion of SDA reduces the positive impact of the laterite. Furthermore, increased concentration of chloride ion reduces the ER of concrete.
Table 10. Duncan multi range test results.
Water curing_Chloride ion exposure
Curing age Water-binder ratio SDA content SDA and laterite NaCl concentration
N = 18 N = 30 N = 45 N = 72 N = 144
Mean Age Mean w-b Mean % SDA Mean Mixes Mean % NaCl
87.91 75.47 54.20 40.31 28.65 88 days 58 days 28 days 14 days 7 days 75.40 49.64 46.88 0.35 0.5 0.65 53.50 33.05 26.88 23.89 0% 10% 20% 30% 50.2 49.33 31.88 30.00 CL C CS CLS 52.65 34.13 30.13 25.68 0% 1% 3% 5%
4. Conclusion
The goal of this study is to examine the electrical resistivity (ER) of concrete. The concrete was
modified with laterite as partial replacement of sand and saw dust ash (SDA) as a supplementary
cementitious material (SCM). Effects of other factors such as w-b ratio, curing age, chloride ion exposure
and concentrations. The following conclusions can be made from the results.
• Increased curing, hence, hydration increases the ER of concrete. The influence of w-b ratio on normal concrete, SDA blended cement concrete, laterized concrete and SDA blended cement laterized concrete were varied. A w-b ratio of 0.5 seemed favourable for normal and laterized concrete while 0.35 seemed the optimum for SDA blended cement concrete and SDA blended cement laterized concrete.
• Inclusion of laterite in concrete can improve the ER at higher water content. SDA has little or no potential to improve the ER of concrete at early age but can yield similar results at later age and reduced water content. However, inclusion of both laterite and SDA in concrete can potentially improve the ER at lower water content.
• The use of laterite in normal or blended cement concrete seems to stabilise the concrete against chloride ion exposure, especially at increased water content. That is, the laterite yielded better ER than the control in NaCl solution.
• Statistical analysis showed that, generally, the laterite tends to have more affinity for water than the SDA; increased curing increases ER, water content reduces ER, SDA reduces ER, chloride ion reduces ER while the laterite improves ER in the presence of chloride ion.
References
1. Das, S., Clements, W., Raju, G. Non-Destructive Electrical Methods to Determine the Quality of Concrete. Athens Journal of Technology & Engineering. 2014. 1(4). Pp. 241-252. DOI:10.30958/ajte.1-4-1.
2. Hamed, A., Aly, N., Gomez-Heras, M., de Buergo, M.A. New experimental method to study the combined effect of temperature and salt weathering. Geological Society Special Publication. 2016. 416(1). Pp. 229-237. DOI:10.1144/SP416.18.
3. Baroghel-Bouny, V., Kinomura, K., Thiery, M., Moscardelli, S. Easy assessment of durability indicators for service life prediction or quality control of concretes with high volumes of supplementary cementitious materials. Cement and Concrete Composites. 2011. 33(8). Pp. 832-847. DOI:10.1016/j.cemconcomp.2011.04.007.
4. Alexander, M.G., Ballim, Y., Stanish, K. A framework for use of durability indexes in performance-based design and specifications for reinforced concrete structures. Materials and Structures/Materiaux et Constructions. 2008. 41(5). Pp. 921-936. DOI: 10.1617/s11527-007-9295-0.
5. Gj0rv, O.E. Durability design and construction quality of concrete structures. Proceedings of 4th International Conference on Concrete under Severe Conditions-Environment and Loading. 2004. 1. Pp. 44-55.
6. Silva, B.J., Jalali, S., Ferreira, R.M. Estimating electrical resistivity based on early age measurements. Proceedings of the International RILEM Workshop Performance Based Evaluation and Indicators for Concrete Durability. 2006. Pp. 67-74.
7. Ferreira, R.M., Jalali, S. NDT measurements for the prediction of 28-day compressive strength. NDT and E International. 2010. 43(2). Pp. 55-61. DOI:10.1016/j.ndteint.2009.09.003.
8. Wilson, J.G., Whittington, H.W., Forde, M.C. Physical interpretation of microcomputer-controlled automatic electrical resistivity measurements on concrete. NDT International. 1985. 18(2). Pp. 79-84. DOI:10.1016/0308-9126(85)90101-4.
9. Hope, B.B., Ip, A.K., Manning, D.G. Corrosion and electrical impedance in concrete. Cement and Concrete Research. 1985. 15(3). Pp. 525-534. DOI: 10.1016/0008-8846(85)90127-9.
10. Hunkeler, F. The resistivity of pore water solution - A decisive parameter of rebar corrosion and repair methods. Construction and Building Materials. 1996. 10(5 SPEC. ISS.). Pp. 381-389. DOI:10.1016/0950-0618(95)00029-1.
11. Saleem, M., Shameem, M., Hussain, S.E., Maslehuddin, M. Effect of moisture, chloride and sulphate contamination on the electrical resistivity of Portland cement concrete. Construction and Building Materials. 1996. 10(3). Pp. 209-214. DOI: 10.1016/0950-0618(95)00078-X.
12. Banea, P.I. The study of electrical resistivity of mature concrete. Delft University, Netherlands, 2015.
13. Balestra, C.E.T., Reichert, T.A., Pansera, W.A., Savaris, G. Evaluation of chloride ion penetration through concrete surface electrical resistivity of field naturally degraded structures present in marine environment. Construction and Building Materials. 2020. 230. Pp. 116979. DOI: 10.1016/j.conbuildmat.2019.116979.
14. Fares, M., Villain, G., Bonnet, S., Palma Lopes, S., Thauvin, B., Thiery, M. Determining chloride content profiles in concrete using an electrical resistivity tomography device. Cement and Concrete Composites. 2018. 94. Pp. 315-326. DOI: 10.1016/j.cemconcomp.2018.08.001.
15. Sengul, O. Use of electrical resistivity as an indicator for durability. Construction and Building Materials. 2014. 73. Pp. 434-441. DOI: 10.1016/j.conbuildmat.2014.09.077.
16. Tuutti, K. Corrosion of steel in concrete. Lund University, 1982.
17. Buenfeld, N.R., Newman, J.B., Page, C.L. The resistivity of mortars immersed in sea-water. Cement and Concrete Research. 1986. 16(4). Pp. 511-524. DOI: 10.1016/0008-8846(86)90089-X.
18. Simon, T., Vass, V. The electrical resistivity of concrete. Concrete Structures. 2012. 13. Pp. 61-64.
19. He, R., Ma, H., Hafiz, R.B., Fu, C., Jin, X., He, J. Determining porosity and pore network connectivity of cement-based materials by a modified non-contact electrical resistivity measurement: Experiment and theory. Materials and Design. 2018. 156. Pp. 8292. DOI:10.1016/j.matdes.2018.06.045.
20. Bakar, B.H., Putra Jaya, R., Hamidi, A. Malaysian Rice Husk Ash - Improving the Durability and Corrosion Resistance of Concrete: Pre-review. Concrete Research Letters. 2010. 1.
21. Elinwa, A.U., Abdulkadir, S. Sawdust Ash as an Inhibitor for Reinforcement Corrosion in Concrete. MOJ Civil Engineering. 2016. 1(3). DOI: 10.15406/mojce.2016.01.00015.
22. Elinwa, A.U., Ejeh, S.P., Mamuda, A.M. Assessing of the fresh concrete properties of self-compacting concrete containing sawdust ash. Construction and Building Materials. 2008. 22(6). Pp. 1178-1182. DOI: 10.1016/j.conbuildmat.2007.02.004.
23. Negussie, T. Structural use of scoria concrete. African Journal of Science and Technology. Series A, Technology. 1990. 8(1). Pp. 44-49.
24. Ryduchowska, D.T. The effect of aggregate variation on the compressive strength of laterite concrete. Cement and Concrete Research. 1986. 16(2). Pp. 135-142. DOI: 10.1016/0008-8846(86)90129-8.
25. Muthusamy, K., Kamaruzzaman, N.W., Zubir, M.A., Hussin, M.W., Sam, A.R.M., Budiea, A. Long Term Investigation on Sulphate Resistance of Concrete Containing Laterite Aggregate. Procedia Engineering. 2015. 125. Pp. 811-817. DOI: 10.1016/j.proeng.2015.11.145.
26. Awoyera, P.O., Akinmusuru, J.O., Ndambuki, J.M. Green concrete production with ceramic wastes and laterite. Construction and Building Materials. 2016. 117. Pp. 29-36. DOI: 10.1016/j.conbuildmat.2016.04.108.
27. Yaragal, S.C., Gowda, S.N.B., Rajasekaran, C. Characterization and performance of processed lateritic fine aggregates in cement mortars and concretes. Construction and Building Materials. 2019. 200. Pp. 10-25. DOI: 10.1016/j.conbuildmat.2018.12.072.
28. Hansson, I.L.H., Hansson, C.M. Electrical resistivity measurements of Portland cement based materials. Cement and Concrete Research. 1983. 13(5). Pp. 675-683. DOI: 10.1016/0008-8846(83)90057-1.
29. Büteführ, M., Fischer, C., Gehlen, C., Menzel, K., Nürnberger, U. On-site investigations on concrete resistivity - a parameter of durability calculation of reinforced concrete structures. Materials and Corrosion. 2006. 57(12). Pp. 932-939. DOI: 10.1002/maco.200604019
30. Andrade, C., D'Andrea, R. Electrical resistivity as microstructural parameter for the modelling of service life of reinforced concrete structures. 2nd International Symposium on Service Life Design for Infrastructure. 2010. Pp. 379-388.
31. Chang, C., Song, G., Gao, D., Mo, Y.L. Temperature and mixing effects on electrical resistivity of carbon fiber enhanced concrete. Smart Materials and Structures. 2013. 22(3). DOI: 10.1088/0964-1726/22/3/035021.
32. Chen, C.T., Chang, J.J., Yeih, W.C. The effects of specimen parameters on the resistivity of concrete. Construction and Building Materials. 2014. 71. Pp. 35-43. DOI: 10.1016/j.conbuildmat.2014.08.009.
33. BS EN 933-1. Tests for geometrical properties of aggregates. Determination of particle size distribution. Sieving method2012.
34. BS ISO 29581-2. Cement: test methods. Part 2, Chemical analysis by X-ray fluorescence. British Standards Institution. London, UK, 2010.
35. BS EN 13925-2. Non-destructive testing. X-ray diffraction from polycrystalline and amorphous materials. Procedures. British Standard Institute. London, UK, 2003.
36. BS ISO 16700. Microbeam analysis. Scanning electron microscopy. Guidelines for calibrating image magnification. British Standard Institute. London, UK, 2016.
37. ASTM C618. Standard Specification for Coal Fly Ash and Raw or Calcined Natural Pozzolan for Use in Concrete. ASTM International. West Conshohocken, PA, 2012.
38. BS EN 12350-2. Testing fresh concrete. Slump-test. British Standards Institution, BSI. London, UK, 2009.
39. ASTM C192/C192M. Standard practice for making and curing concrete test specimens in the laboratory. ASTM International. West Conshohocken, PA, 2018.
40. USGS. Why is the Ocean Salty? 2019URL: https://www.usgs.gov/special-topic/water-science-school/science/why-ocean-salty?qt-science_center_objects=0#qt-science_center_objects (date of application: 6.01.2020).
41. AASHTO T 358. Standard Method of Test for Surface Resistivity Indication of Concrete's Ability to Resist Chloride Ion PenetrationCalifornia, 2015.
42. Azarsa, P., Gupta, R. Electrical Resistivity of Concrete for Durability Evaluation: A Review. Advances in Materials Science and Engineering. 2017. 2017. DOI: 10.1155/2017/8453095.
43. Lencioni, J.W., de Lima, M.D., Lima, M. A Study of the Parameters that Affect the Measurements of Superficial Electrical Resistivity of Concrete. Nondestructive Testing of Materials and Structures. 6. Springer. Dordrecht, 2013. Pp. 271-276.
44. Yaseri, S., Hajiaghaei, G., Mohammadi, F., Mahdikhani, M., Farokhzad, R. The role of synthesis parameters on the workability, setting and strength properties of binary binder based geopolymer paste. Construction and Building Materials. 2017. 157. Pp. 534-545. DOI: 10.1016/j.conbuildmat.2017.09.102.
45. Kolawole, J.T., Olalusi, O.B., Orimogunje, A.J. Adhesive bond potential of compressed stabilised earth brick. Structures. 2020. 23. Pp. 812-820. DOI: 10.1016/j.istruc.2019.12.024.
46. Kamtchueng, B.T., Onana, V.L., Fantong, W.Y., Ueda, A., Ntouala, R.F., Wongolo, M.H., Ndongo, G.B., Ze, A.N., Kamgang, V.K., Ondoa, J.M. Geotechnical, chemical and mineralogical evaluation of lateritic soils in humid tropical area (Mfou, Central-Cameroon): Implications for road construction. International Journal of Geo-Engineering. 2015. 6(1). Pp. 1-21. DOI: 10.1186/s40703-014-0001 -0.
47. Coppio, G.J.L., de Lima, M.G., Lencioni, J.W., Cividanes, L.S., Dyer, P.P.O.L., Silva, S.A. Surface electrical resistivity and compressive strength of concrete with the use of waste foundry sand as aggregate. Construction and Building Materials. 2019. 212. Pp. 514-521. DOI: 10.1016/j.conbuildmat.2019.03.297.
48. Zhao, R., Weng, Y., Tuan, C.Y., Xu, A. The influence of water/cement ratio and air entrainment on the electric resistivity of ionically conductive mortar. Materials. 2019. 12(7). DOI: 10.3390/ma12071125.
49. Garzon, A.J., Sanchez, J., Andrade, C., Rebolledo, N., Menendez, E., Fullea, J. Modification of four-point method to measure the concrete electrical resistivity in presence of reinforcing bars. Cement and Concrete Composites. 2014. 53. Pp. 249-257. DOI: 10.1016/j.cemconcomp.2014.07.013.
50. Dong, B., Zhang, J., Wang, Y., Fang, G., Liu, Y., Xing, F. Evolutionary trace for early hydration of cement paste using electrical resistivity method. Construction and Building Materials. 2016. 119. Pp. 16-20. DOI: 10.1016/j.conbuildmat.2016.03.127.
51. Su, J.K., Yang, C.C., Wu, W.B., Huang, R. Effect of moisture content on concrete resistivity measurement. Journal of the Chinese Institute of Engineers, Transactions of the Chinese Institute of Engineers,Series A/Chung-kuo Kung Ch'eng Hsuch K'an. 2002. 25(1). Pp. 117-122. DOI:10.1080/02533839.2002.9670686.
URL: https://www.tandfonline.com/doi/abs/10.1080/02533839.2002.9670686 (date of application: 30.09.2020).
52. Neville, A.M. Properties of concrete. Second. Prentice Hall. Upper Saddle River, 2011.
53. Owens, G. Fundamentals of concrete. Third. Cement and Concrete Institute, 2013.
54. Polder, R.B. Test methods for onsite measurement of resistivity of concrete - a RILEM TC-154 technical recommendation. Construction and Building Materials. 2001. 15(2-3). Pp. 125-131. DOI:10.1016/S0950-0618(00)00061-1.
55. Villagran-Zaccardi, Y.A., Di Maio, Ä.A. Electrical resistivity measurement of unsaturated concrete samples. Magazine of Concrete Research. 2014. 66(10). Pp. 484-491. DOI: 10.1680/macr.13.00207.
56. Muthusamy, K., Kamaruzaman, N. Assessment of Malaysian Laterite Aggregate in Concrete. International Journal of Civil & Environmental Engineering. 2012. 12(4). Pp. 83-86.
57. Godavarthy, S., Ratnam, M.K.M.., Prasad, A.C.S.., Raju, U.R. A Study on Strength and Durability Characteristics of Concrete with Partial Replacement of Fine aggregate by Laterite Sand. International Journal for Innovative Research in Science and Technology. 2015. 2(3). URL: http://ijirst.org/Article.php?manuscript=IJIRSTV2I3034 (date of application: 30.12.2019).
58. Lo, T.Y., Cui, H.Z. Effect of porous lightweight aggregate on strength of concrete. Materials Letters. 2004. 58(6). Pp. 916-919. DOI: 10.1016/j.m atlet.2003.07.036.
59. Wasserman, R., Bentur, A. Interfacial interactions in lightweight aggregate concretes and their influence on the concrete strength. Cement and Concrete Composites. 1996. 18(1). Pp. 67-76. DOI: 10.1016/0958-9465(96)00002-9.
60. Rupnow, T.D., Icenogle, P.J., Rupnow, T.D., Icenogle, P.J. Evaluation of Surface Resistivity Measurements as an Alternative to the Rapid Chloride Permeability Test for Quality Assurance and Acceptance 2 3 SubmissionLouisiana, 2011.
61. Ajayi, E.O., Babafemi, A.J. Effects of Pulverized Burnt Clay Waste Fineness on the Compressive Strength and Durability Properties of Blended Cement Concrete. Engineering Journal. 2018. 22(2). Pp. 83-99. DOI: 10.4186/ej.2018.22.2.83
62. Gastaldini, A.L.G., Isaia, G.C., Hoppe, T.F., Missau, F., Saciloto, A.P. Influence of the use of rice husk ash on the electrical resistivity of concrete: A technical and economic feasibility study. Construction and Building Materials. 2009. 23(11). Pp. 34113419. DOI: 10.1016/j.conbuildmat.2009.06.039.
63. Udoeyo, F.F., Dashibil, P.U. Sawdust Ash as Concrete Material. Journal of Materials in Civil Engineering. 2002. 14(2). Pp. 173176. DOI: 10.1061/(ASCE)0899-1561(2002)14:2(173).
64. Raheem, A.A., Ige, A.I. Chemical composition and physicomechanical characteristics of sawdust ash blended cement. Journal of Building Engineering. 2019. 21. Pp. 404-408. DOI: 10.1016/j.jobe.2018.10.014.
65. Singh, N., Singh, S.P. Electrical resistivity of self-consolidating concretes prepared with reused concrete aggregates and blended cements. Journal of Building Engineering. 2019. 25. DOI: 10.1016/j.jobe.2019.100780.
Contacts:
Adewumi John Babafemi, ajbabafemi@sun.ac.za Olayemi Temilorun Akinola, akinolaolayemi@ymail.com
John Temitope Kolawole, j.t.kolawole@lboro.ac.uk
Suvash Chandra Paul, suvashpl@iubat.edu
Md Jihad Miah, jihad.miah@uap-bd.edu
