Mechanistic Comparisons of MICP-treated Residual Soil and Sand Part I – Microstructural Formation and Deformation Behaviour of Soils

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However, there are still very limited studies focusing on the comparison between the behaviour of MICP-treated soil containing fines and the more established MICP-treated sand. This study investigates the differences of microstructural formation and deformation behaviour between (untreated and MICP) residual soil and sand through a series of monotonic undrained triaxial tests. The untreated and MICP-treated soils were prepared at a slightly dense state (nearly 80 % of relative density) and subjected to three levels of consolidation pressure (i.e. 40 kPa, 120 kPa, and 220 kPa), before being sheared under undrained condition. A significant improvement in the mechanical behaviour was observed in the bio-treated residual soil despite a low concentration of calcium carbonate content was precipitated (< 5.0 %). This finding was encouraging for field applications of the MICP ground improvement technology in residual soils that were typically known for containing appreciable fines content and being less permeable than sand. From the results, the isotropic compression behaviour and the undrained compressive strength of the MICP-treated residual soil were enhanced significantly. The MICP-treated residual soils tended to manifest a more isotropic deformation behaviour and possessed an elastic soil fabric, as compared to the untreated counterpart which showed anisotropic behaviour. In practical sense, the lightly treated residual soil behaved like a dense soil on account of the densification effect within the pore structure and enhanced interparticle strength. Despite there was almost no alteration of mechanical behaviours in the dense sand, certain implications were gained and will be useful in the comparison with microstructure of residual soil. Microbial-Induced Calcite Precipitation Mechanical behaviour Residual soil Isotropic compression Elasticity Densification Figures Figure 1 Figure 2 Figure 3 Figure 4 Figure 5 Figure 6 Figure 7 Figure 8 Figure 9 Figure 10 Figure 11 Figure 12 Figure 13 Figure 14 Figure 15 Figure 16 1. Introduction Being a sustainable ground improvement technique, microbial-induced calcium carbonate precipitation (MICP) has received tremendous attentions from the research society of geotechnical engineering in recent years. Through the MICP process, strength-stiffness and hydraulic properties of soils can favourably be improved by the presence of calcium carbonate crystal within the soil matrix [22, 61]. The precipitated calcium carbonate can alter the original soil structure through calcium carbonate cementation adjoining two adjacent particles and densification of calcium carbonate within the pore space of soil medium [7, 14, 34]. From the literature, the improvements in shear strength [12, 16], shear modulus [14], liquefaction resistance [49, 74], compressibility [29], and erosion resistance [15] have been investigated extensively. Reviews on the recent development of soil bio-mediation can be found in some studies [17, 45, 57] and the engineering significance was also highlighted by Yu et al [58]. To date, numbers of experiments have been carried out by testing mechanical behaviours for MICP-treated sand [12, 13, 16, 63] and artificial sand-silt mixture [25, 49, 74]. It was usually preferable to adopt uniformly-graded sand sized within a specified range (i.e. D 50 ranged from 0.12 mm to 0.52 mm) and the sample was prepared at a relatively loose state. Cheng et al [7] further reported that greater shear strength improvement could be obtained for treated fine sand (with a mean grain size of 0.15 mm) as compared to the well-graded coarse sand. Through a comprehensive stress-strain controlled test, Mortensen and De Jong [38] investigated the shearing responses of bio-treated sand specimens under various stress path conditions (e.g. triaxial compression, radial extension, and constant- p’ ) using triaxial apparatus. Feng and Montoya [16] investigated the effect of confining pressure on the bio-mediated sand through triaxial drained test. The undrained shearing behaviours of MICP-treated sands were previously investigated [12, 13]. Pore-water pressure change was found to be an important variable affecting the undrained shearing behaviour, in which the tendency of dilation was obvious. This phenomenon was largely attributed to the formation of calcium carbonate clusters occupying the pores of soil skeleton. Cui et al [12] proved that the undrained shear strength was increased with the degree of cementation in the MICP-treated sand. Specifically, effective frictional angle was linearly proportional to the cementation level (i.e. calcium carbonate content) while the effective cohesion increased exponentially with respect to the cementation level. Karimian and Hassanlourad [26] reported that the increase of friction angle was more significant than the cohesion in the lightly bio-cemented sand. Wu et al. [65] further found the co-existence of bond-breakage and friction in weakly bio-cemented soil. In other words, the movement of soil particles and failure mechanism were fundamentally influenced by the degree of cementation in a particular soil. Besides that, undrained direct shear test [10], direct simple shear test [71], and cyclic shear tests [49, 74] have been found useful for investigating geotechnical properties of the bio-cemented sands under various stress conditions. The shearing resistance of soil was strongly related to the formation of calcium carbonate and the state of precipitation at particle-level [39, 69]. At microscopic scale, De Jong et al [14] anticipated two micro-fracturing mechanisms for the bio-cemented sand fabrics. The fracturing could either occur across the calcium carbonate bond or at the interface between adhered calcium carbonate and soil grain. Nafisi et al [40] claimed that cohesive failure across calcium carbonate bonds was more likely to occur than adhesive failure across the particle contacts under uniaxial pulling action. The effect of confinement and pore-water pressure change had not been taken into account in their uniaxial pulling experiment. Lin et al [34] suggested that matrix supporting system could be formed within the pore space by interconnecting the soil grains through calcium carbonate bridging. The tensile strength of interparticle bonding was found to be ranging from 200–700 kPa [18, 40], depending upon the degree of cementation. As a matter of fact, the effective bond strength was largely depended on the grain size and morphology of crystallization [56]. The presence of fine-grained particles (< 63 µm) might hinder the effectiveness of bio-treatment to a certain extent and the calcium carbonate could be formed at the locations, whereby they did not contribute to significant structural resistance for the soil [49]. Heterogeneous and non-uniform distributions of precipitated calcium carbonates were also reported in some well-graded soil mixtures [25, 61]. Under microscopic observation, the homogeneity of calcium carbonate formation was governed by the diffusion state of treatment solution and the chemical concentration [70]. Soil physical characteristics such as grain-size distribution, mean grain size, surface texture, and shape of soil grain could influence the microstructural configuration of the bio-treated soil. Xiao et al [67] observed that more effective cementations could be formed in a soil with irregular particle shape, and the surface roughness of soil particles could be increased with the growth of adhered calcium carbonates. In recent years, studies of MICP-treated soils with substantial fines have drawn increasing attention. In some previous studies, the permeability and strength properties of soft marine clays were improved upon MICP treatment through bio-encapsulation method [23, 30]. Several studies have been attempted for investigating the mechanical behaviours of MICP-treated residual soils through unconfined compression test [9, 41, 42]. Residual soil is a natural weathering product that can be found abundantly in many tropical countries, such as Malaysia, Singapore, and Hong Kong [20]. The residual soils in Malaysia usually constitute coarse-grained and fine-grained soils, and their mixture are typically classified as silty sand or sandy silt because of the high fines content. Shear strength improvements were observed in the MICP-treated residual soils which contained a considerable amount of fines content (as high as 62–84% for those studies listed above). Similar to the observation in the MICP-treated sand [1], it was realized that a low concentration of chemical reagent (< 1.0 mol/L) was essential to achieve a uniform calcium carbonate precipitation and an effective shear strength improvement in the MICP-treated residual soils [9]. The unconfined compressive strength and cementation level of the MICP-treated residual soil were also governed by other factors such as curing duration and temperature [19, 21, 59]. Since the residual soil usually constitutes considerable fines, it is logically to expect less uniformity of treated sample as highlighted above. Lim et al [32] investigated the bio-mediation effect on granitic residual soil by increasing isotropic consolidation pressure, and subsequently tested under triaxial compression condition. The results showed that the increase of undrained compressive strength attributed to MICP effect slowly diminished with the increase of consolidation pressure. More interestingly, the bio-treated residual soil manifested different deformation behaviour than the original residual soil in terms of the structural anisotropy. Current knowledge on the mechanical behaviours of MICP-treated residual soil has largely been limited to the results from unconfined compression test, in which the influence of confining pressure was not taken into account and the soil sample was usually partially saturated. Triaxial experiments are essential to provide further insights into the mechanical behaviour of MICP-treated residual soil at saturated state, and yet a better replication for the field stress condition. As there is a large difference between sand and residual soil with respect to their physical properties such as gradation, texture, and particle strength, it can be expected that the fabrics and resulting mechanical behaviours of these MICP-treated soils could be distinctively different. To present, there are still very few experimental studies prioritizing on the microscopic structural formation and the corresponding deformation behaviour of MICP-treated residual soil in comparison to sand, which has been abundantly reported. Experimental tests on both materials under the same testing condition would provide a direct assessment on the differences of formation and mechanism of MICP treatment between residual soil and sand. The present study aims to address the above-mentioned problem statements through a series of undrained triaxial tests (compression and extension) on the MICP-treated residual soil and sand. In addition, the isotropic consolidation behaviours as obtained prior to the undrained shear test will be analysed to investigate the stiffness and structural changes of tested soils. Throughout the present series of papers, the term “residual soil” was referred to the weathered soil being recompacted and has a soil fabric in which the mineralogy likely be retained. A parallel evaluation using Acoustic Emission (AE) measurement during the triaxial test was concurrently carried out to provide more insights into the differences of formation mechanism and stress-deformation behaviour for the MICP-treated residual soil and sand. The corresponding results will be presented in a companion paper (Part II). 2. Materials and Methods 2.1 Physical properties of soils Table 1 shows the physical properties of the studied residual soil and clean sand of which gradation was artificially adjusted to have the same particle size at D 50 of the residual soil. The residual soil was sampled from a site in Malaysia. The residual soil constituted nearly 32 % of fines (passing sieve size of 63 µm) and its plasticity index was 25.7 %. It was classified as Very Clayey SAND in accordance with the BS 1377:1990 [3]. Medium-sized sand particles was the dominant component for the residual soil. Table 1: Soil properties of residual soil and sand Note: LDD = Lowest dry density MDD = Maximum dry density BSCS = British Soil Classification System OMC = Optimum moisture content D r = Relative density The MDD of sand was determined in accordance with JGS standard [24] The LDD was determined by free dropping of dry soil grains into a standard mould Fig 1 shows the grain size distribution curves of the studied residual soil and the clean sand as noted above. The original sand was sieved to contain particles ranging between 0.15 mm and 0.6 mm for the subsequent MICP treatment. These grain sizes were selected to fit particle size range suitable for the MICP treatment as adopted in some previous studies, such as Ivanov and Chu [22], Chou et al [10], Cui et al [12], and Cheng et al [7]. According to Rebata-Landa [46], the highest calcium carbonate content was obtained when the grain size of D 10 was nearly 0.1 mm. Since the D 10 of the present residual soil (i.e. 0.006 mm) was much smaller than that of the sieved sand (i.e. 0.136 mm), it was anticipated that the amount of calcium carbonate precipitated in the sieved sand would be greater than that of the residual soil. 2.2 Testing program and soil characteristics Table 2 shows the soil characteristics and testing conditions as adopted in the present study. Mechanical behaviours of the untreated and MICP-treated residual soils were investigated and compared through the undrained compression triaxial tests on isotropically consolidated samples with three different confining pressures (i.e. 40 kPa, 120 kPa, and 220 kPa). A clean sand as noted above was also subjected to the same series of tests. A supplementary set of triaxial extension tests were also carried out for the (MICP) residual soils to further examine the effects of MICP on the mechanical behaviour of residual soil under a different mode of shearing. In addition, two sets of over-consolidated residual soil specimens (i.e. UR-OCR5.0-C and BR-OCR5.0-C) were included to examine the effect of stress history on the soil behaviour after loading and unloading to/from a maximum pressure of 220 kPa, that may alter the bonding structure formed during the MICP process. The residual soils were prepared by first disaggregating the field-sampled soil using a rubber mallet before sieving through a sieve with aperture size of 4.76 mm to remove gravel-sized particles. The residual soil specimen was then formed by compacting it into a cylindrical mould of 50 mm in inner diameter and 100 mm in height, at a dry density of 1620 kg/m 3 and a moisture content of 15.6 %. The compaction was performed by three successive layers with the inter-layers being scratched to facilitate a sound bonding between the layers. The sand specimen was prepared by depositing the pre-sieved dry sand into a cylindrical mould and manually tamped until the designated height was attained. To enable a valid comparison, it was intended to have comparable relative densities for both the studied residual soil ( D r = 78 %) and sand specimens ( D r = 82 %). It was worth noting that there were still no established standard procedures for determining the relative density of the soils containing substantial fines such as the residual soil used in the present study. The relative density of the residual soil with a substantial fines content may be affected by various factors such as gradation, mineralogy, and grain properties (e.g. particle breakage, surface texture and shape). Terzaghi and Peck [55] adopted relative density to distinguish degree of denseness for granular materials (e.g. “free-drained” sand and gravel without fines), and they also reported the importance of mica content in affecting the soil structure. In the present study, the densely compacted residual soil was used to simulate the field compaction state which was often used in constructing reclaimed fills by keeping a minimum level of compactness (i.e. D r ≈ 80 %). Tanaka [51] quantified the relative densities of decomposed granitic soil and crushed mudstone using the similar approach to correlate with the liquefaction strength. To enable a meaningful comparison of mechanistic behaviour between the two studied soils (e.g. residual soil and sand), it was important to keep the degree of compactness of the two soils at a reasonably same state. 2.3 MICP treatment procedure The detailed procedures of the MICP treatment have been reported in another study by the authors [32], and hence only relevant procedures specifically applicable to this study are described herein. A urea-hydrolysed type of bacteria, namely Sporosarcina pasteurii ( S. pasteurii ) was used in the present study to precipitate calcium carbonate within the soil matrix. Cultured bacteria were inoculated into nutrient broth solution before cured in an incubator at 37 ◦ C and 150 r.p.m for 24 hours. A high concentration of bacteria solution was obtained at the end of the incubation with an optical density (O.D 600 ) level of 1.6, corresponding to a microbial density of 6.4 x 10 7 colonies forming unit (c.f.u) per ml. 2.3.1 MICP-treated residual soil Fig 2 (a) illustrates a simplified treatment setup for the compacted residual soil in which the chemical reagent was permeated with a hydraulic head of 2 m above the specimen. Prior to the MICP treatment, the residual soil specimen was compacted and sandwiched by gravel filter layers inside a rigid mould. The amount of bacteria solution, which equalled the gravimetric mass of added moisture content (i.e. optimum moisture content), was pre-mixed into the dried residual soil mass during the compaction to minimize possible complications caused by geometric compatibility between bacteria and soil grains. The chemical reagent was composed of 0.5 Mol/L of urea, 0.5 Mol/L of calcium chloride, and 8 g/L of soluble nutrient broth. The chemical reagent was injected into the residual soil sample by three cycles. 2.3.2 MICP-treated sand The treatment procedure for sand was different from the residual soil as chemical reagent could easily percolate the sand specimen because of the larger pore spaces (i.e. greater void ratio). The dry-tamped sand specimen was first permeated with two pore volume (i.e. 200 ml) of bacteria solution. Chemical reagent (same concentration as that for MICP residual soil) was then injected and recirculated into the sand specimen by using a mini water pump. As illustrated in Fig 2 (b) , the chemical reagent was permeated through the sand specimen by circulating continuously for one hour and then allowed to cure for three hours. This circulating process was repeated for three days (resulting in nine treatment cycles in total) to achieve the similar degree of treatment as that of residual soil. 2.4 Testing procedure 2.4.1 Triaxial testing The triaxial apparatus was equipped with conventional mechanical measurements and an AE sensor being installed at the base, as described by Lim [33] and Tanaka et al [52]. The readings of axial load, pore-water pressure, volumetric change, and axial displacement were monitored throughout the test. More details for the AE instrumentation will be covered in our Part II paper. The saturation of soil specimens was done by using double vacuuming saturation method [31]. Then, a low back pressure of 100 kPa was maintained for the pore pressure measurement. A satisfactory degree of saturation for the tested soil specimen was obtained by ensuring that the Skempton’s B value was at least 95 %. After the saturation, isotropic consolidation test was carried out by manually controlling the cell pressure and drainage of pore water in stages. Soil samples were consolidated to three different stress levels, namely 40 kPa, 120 kPa, and 220 kPa. The soils were either consolidated under faster rate (e.g. UR-220-C and BR-220-C) or slower rate (e.g. UR-220-C, BR-220-C, UR-OCR5.0-C, and BR-OCR5.0-C) in order to examine the effect of loading rate towards isotropic compression behaviour simultaneously. Fig 3 - 4 depict the volumetric changes for all tested samples under the controlled consolidation rates and the information was summarized in Table 3 below. For the residual soils being consolidated at faster rate, the consolidation process was stopped immediately after the completion of primary consolidation in a stress step. The other residual soil samples were slowly loaded by allowing longer consolidation time and smaller stress increment. All sand samples were similarly loaded at the faster rate. We will prioritize on discussing the results of residual soils that were consistently loaded under the faster rate throughout the papers (e.g. UR/BR-220-C and UR/BR-OCR5.0), while the results from other slowly-consolidated residual soil samples will be compared to examine the effect of loading rate. Finally, the consolidated samples were sheared by slowly increasing deviator stress ( q ) below a constant stress rate of about 0.1 kPa/s for the CIUC samples and 0.05 kPa/s for the CIUE samples. 2.4.2 Calcium carbonate measurement The cementation degree was quantitatively assessed by the amount of precipitated calcium carbonate in the MICP-treated soil specimen. Gravimetric calcium carbonate content was determined by acid washing of the tested soil mass. Approximately 20 g of each sampled soil was washed with 1 Molar of hydrochloric acid for multiple times to dissolve the soil being precipitated with calcium carbonate. The mass difference between the original and the washed soil masses gave an approximate estimation of the precipitated calcium carbonate content. The calcium carbonate content (in percentage) was determined by computing the ratio of the precipitated calcium carbonate mass and the dried soil mass. 2.4.3 Microscopic observations Microstructures of tested soils were examined qualitatively by using a high-resolution scanning electron microscope (SEM) machine. The physical and structural configurations of soils could be observed, and they were useful for relating the mechanical responses of the soil as obtained from the triaxial testing. 3. Experimental Results 3.1 Isotropic Consolidation 3.1.1 Deformation behaviours under different consolidation rates Figure 3 shows the relationships of isotropic stress and volumetric strain for residual soils and sands. Information for controlling the isotropic consolidation test was summarized in Table 3 . Among them, the primitive consolidation rate was estimated based on the total duration of consolidation and total volumetric change. Upon reaching the increments of highest stress at nearly 220 kPa, the volumetric strains for untreated residual soils like UR-220-C and UR-OCR5.0-C were 4.7% and 4.2% respectively. The similarity in magnitude of total deformation indicated that the preparation of soil samples was consistent, when both samples were subjected to a similar consolidation rate. Table 3 Control of isotropic consolidation test Specimen Consolidation Time (s) Final strain ε v (%) Highest stress p’ (kPa) Stress rate (kPa/hr) Sand US-120-C 1070 0.4 116 390 US-220-C 2165 1.3 222 369 MICP Sand BS-120-C 1400 0.9 119 306 BS-220-C 2125 1.1 218 369 Residual soil UR-120-C 4045 2.4 117 104 UR-220-C 2325 4.7 221 342 UR-120-E 5315 1.5 117 79 UR-220-E 9145 2.9 219 86 UR-OCR5.0-C 3310 4.0 219 238 MICP residual soil BR-120-C 5820 1.6 117 72 BR-220-C 2335 1.6 220 339 BR-120-E 1960 1.0 120 220 BR-220-E 6035 3.2 219 131 BR-OCR5.0-C 2560 2.0 216 304 Note: The stress rate was estimated by dividing the highest effective pressure from total consolidation time It is noted from Fig. 3 that the deformation of MICP-treated residual soils (such as BR-220-C and BR-OCR5.0-C) was about 2–3 times smaller than those of untreated residual soils. The BR-220-C constituted a calcium carbonate content of nearly 2.7% which was higher than that of BR-OCR5.0-C (1.2%), therefore it was reasonable to observe a stiffer response in the BR-220-C sample. However, the BR-220-E sample somewhat deformed more than its untreated counterpart. This could be caused by either the difference in consolidation rates or less significant improvement in the BR-220-E sample, and therefore the effect of consolidation rate will be examined subsequently. From the same plots, we observed that higher consolidation rate could induce greater degree of volumetric deformation in the untreated residual soils. On the other hands, a higher consolidation rate was associated with lower magnitude of deformation in the MICP-treated residual soils. Figure 3 (a) shows that the final volumetric strain for UR-C-220 sample was the highest (i.e. 4.6%) as it was loaded at the fastest rate, whereas the UR-220-E sample manifested the least deformation change (i.e. 2.9%) under the slowest rate of consolidation. For the bio-treated residual soil samples, the final volumetric strain for BR-220-C was smaller than that of BR-220-E by a difference of nearly 1.6%, when the consolidation rate of the former was much lower than that of BR-220-C. Similar trend was also observed in the comparison of the BR-120-C and BR-120-E samples, and in between any other pairs of the bio-treated residual soil. Based on the above observations, we confirmed that the isotropic compression behaviours for tested residual soils were influenced by the rate of consolidation, which was controlled by two components: (1) change of deformation immediately after the stress increase and (2) continuous deformation under a sustained load. To better understand the underlying reason, we compared the rate of stress increase against the rate of abrupt volumetric change between the untreated and bio-treated residual soils (refer Fig. 4 ). This graph was plotted by selecting the samples being consolidated to 220 kPa (e.g. 220-C, 220-E, and OC residual soils) and only the consolidation steps above 100 kPa were adopted, since there were noticeable deformation changes. It was apparent from the graph that the rate of strain increased with the stress-rate. By formulating best-fitted lines, we could observe that the gradient of fitted line for untreated residual soil was 15 times greater than that of the MICP-treated residual soils. This finding clearly indicated the movement of soil particles in MICP-treated residual soil was constricted, comparing to the nontreated residual soil. It was also found that the data from untreated residual soils fitted better than those from bio-treated residual soils, in view of the greater value in coefficient of determination. This difference could probably be caused by the less uniformity of cementation and hence the deformation varied differently with respect to a stress change. Through the above analysis and Fig. 3 , we knew that the difference of deformation behaviours under different consolidation rates were mainly caused by the deformation change resulting from initial stress increase, rather than the continuous deformation change under a sustained consolidation stress. It should be noted that the significant difference of deformation change was only found in bio-treated soils such as BR-220-C and BR-OCR5.0-C, but not from the BR-220-E. It appeared that the BR-220-E manifested similar rate of deformation change as to UR-220-E sample, when both of them were consolidated with smaller stress rate increase. In this respect, the deformation behaviours for BR-220-E sample were not improved as considerable as the other bio-treated residual soils. Despite that, we could still observe the trait of MICP effect on the fabric bonding of bio-treated residual soil and it was distinguishable from the untreated soil in respect of the anisotropic deformation behaviour, to be discussed later. Numerous researchers have investigated the strain-rate effect as the soil was subjected to continuous deviatoric stress [5, 64, 75], while the influence on the long-term settlement of consolidation for clay was also investigated [62]. It is well known that the behaviour of fine-grained soil was dependant on the strain-rate effect [5], but such influence was usually found minimal in the coarse-grained soil like sand [64]. The stiffness and shear strength of clayey soil increased with the strain rate, but the strain-rate effect was found negligible in the tested coral sand [28]. As the present residual soil contained nearly 30% of fines and coarser soil particles, the deformation behaviour could be ranging between sandy and clayey soils. Hence, it may be useful to comprehend the behaviours of the more established materials like clay and sand, subjecting to different rates of straining under comparable testing and drainage conditions. Whitman [64] reported that the shear strength of a saturated sand increased marginally with the strain rate. This strain-rate effect was attributed to the difference of pore-water pressure’s changes in responding to slow and fast loading rates, such that higher strain rate induced lower degree of pore-water pressure. Similarly, the behaviour of fine-grained soils associated with strain-rate effect was affected by the rate of pore-water pressure change and drainage condition [44]. Besides that, Watabe et al [62] found the Osaka Bay clay behaved stiffer under higher strain rate in the constant rate of straining (CRS) consolidation test. Under a same consolidation pressure, the sample being consolidated with slower rate showed lower change in plastic deformation. The above reviewing suggested that the significance of strain-rate effect depended on the soil type and behaviour relating to the change of pore-water pressure. The change of pore-water pressure was arguably related to the pore structure of soil, such as the pore throat’s size and interconnectivity. Since the strain-rate effect was related to the change of pore-water pressure as noted from the above-mentioned studies, difference in microstructural formation of pore throats (between original and bio-treated soils) may explain their notable difference in isotropic deformation behaviours. The present results clearly showed that the untreated residual soil behaved similar to the consolidating clay, but the bio-treated residual soil behaved differently. After the bio-treatment, the average size of pore throat in residual soil could be reduced through clogging effect [63] and the adjacent soil particles could be interconnected by the enhanced cementation [14, 34]. It is believed that the interconnectivity between pores were reduced concurrently with the pore volume, resulting in lower tendency of pore-water pressure dissipation [4]. A denser soil structure would also produce lower degree of excess pore-water pressure and greater cyclic shear resistance, as subjected to a dynamic loading [66]. Analogously, bio-clogging effect preserved in the MICP-treated residual soil and lower tendency of pore-water pressure was generated upon the isotropic compression. Hence, lower compressive strain could be obtained immediately after the dissipation of pore water. However, it is still not clear on why a lower level of loading rate induced a greater magnitude of soil deformation at a same stress level. More tests shall be carried out to validate the current observations and anticipation, especially by keeping at consistent consolidation rate. As shown in the Fig. 3 (c) – (d) , the MICP treatment was found insignificant for the sands because the magnitudes of deformation were almost the same in US-220-C and BS-220-C. It was also noted that the final volumetric strain of BS-120-C was somewhat higher than that of US-120-C by a margin of about 0.5%. It is worth noting that the volumetric strain of BS-120-C was still greater than that of BS-220-C when they were consolidated to 120 kPa. It is not sure whether this sample was affected by the localized weakening effect due to the flow of treatment solution. If the seepage rate of treatment solution was relatively high, the contact of soil particles in dry-tamped sand could be mobilized. More experiments shall be conducted to investigate this discrepant finding and the effect of consolidation rate towards the bio-treated sand. The final strain level of (MICP) sands were nearly 2–3 times lower than that of (MICP) residual soils. This finding clearly illustrated that the (MICP) residual soil was structurally more compressible than the (MICP) sand, on account of their difference in grain size distribution, volume of voids, and presence of fines content in the residual soil. 3.1.2 Changes of void ratio Figures 5 (a) - (b) show the isotropic compression curves of the MICP-treated residual soils and sands, respectively. The void ratios of the MICP-treated specimens were consistently lower than their untreated counterpart. It was anticipated that the calcium carbonate densification has contributed to this change in void ratio. It was also found that the MICP-treated sands showed more consistent initial void ratios than the MICP-treated residual soils. The lower and somewhat inconsistent initial void ratios for the MICP-treated residual soil specimens suggested that the formations of calcium carbonate in the residual soil were also less uniform as compared to that of sand. Both untreated and MICP-treated residual soils showed a compression curve with an apparent maximum curvature point when they were consolidated beyond 40 kPa. The untreated and MICP-treated soils also exhibited some yielding behaviour under an isotropic compression, and hence Casagrande’s method [54] could be used to determine the yield stress for each specimen. Table 4 summarizes the yield stress and compression index of the (MICP-treated) residual soils and sands. These parameters were determined for the specimens that were consolidated to 220 kPa only, because it was expected that these samples should have reached the normally consolidated (NC) state at the high consolidation stress of 220 kPa. The compression index ( C c ) was determined for these specimens at the highest consolidation stress range. The average increase in isotropic yield stress of the MICP-treated residual soil was about 15 kPa. The compression index reduced from an average of 0.16 (ranging from 0.15 to 0.17) to an average of 0.08 (ranging from 0.04 to 0.11) for untreated and MICP-treated residual soils, respectively. As for the sands, the isotropic yield stresses and compression indexes of the MICP-treated and untreated specimens were nearly the same. These results justified the earlier observation that MICP treatment has negligible effect on the compressibility behaviour of the tested sand. Table 4 Isotropic consolidation properties of the tested soils Soil specimen Isotropic yield stress p’ y (kPa) Compression index C c Swelling index C s Net calcium carbonate content (%) Sand US-220-C 120 0.062 - Nil MICP Sand BS-220-C 120 0.059 - 3.6 Residual soil UR-220-C 80 0.149 - Nil UR-220-E 90 0.172 - Nil UR-OCR5.0-C 85 0.150 0.008 Nil MICP residual soil BR-220-C 100 0.042 - 2.7 BR-220-E 100 0.112 - 1.8 BR-OCR5.0-C 100 0.080 0.014 1.2 Note: The consolidation properties were only determined from the soil specimens which were consolidated to 220 kPa and experienced normal consolidation state. The MICP effects on the yield stress and the compressibility of soil can be associated with the increase in the inter-particle resistance by the cementation of calcium carbonate, which could be attributed to the calcium carbonate bridging at particle-to-particle contact or binding between adhered calcium carbonate crystals on the soil grains [12, 14]. The behaviour of bio-cemented residual soil was perhaps analogous to those of natural bonded clays [55] and artificial cemented soils [47]. Cemented soil usually experienced de-bonding of soil grains at the onset of first yielding of soil [35, 47, 48]. The strength of bonding and bridging was most likely influenced by the level of calcium carbonate concentration; specifically speaking, the size of calcium carbonate formation relative to the particle size and distribution of soil. After the breakage of calcium carbonate bonding, clogging of precipitation within the pore space continually contributed to the increased resistance against the isotropic compression, and hence resulted in a lower compressibility at higher stress range. Numerous researchers [4, 7, 14, 36] suggested that after the breakage of calcium carbonate bonding, the fractured calcium carbonates could still provide stiffness to the soil structure through calcium carbonate densification mechanism. Despite the concentration of calcium carbonate was less than 5.0% in the present study, these cementation and densification effects were obvious in residual soils, but not in the sands which composed of higher pore size as compared to the residual soil. The above results showed an apparent effect of MICP in residual soil under an isotropic compression, but still there remained a question of the long-lasting MICP effect upon subjecting the residual soil to an excessive compressive stress. To examine this problem, two tests, i.e. BR-OCR5.0-C and UR-OCR5.0-C were hence performed by subjecting the untreated and MICP-treated residual soil to 220 kPa and then unloaded them to a state with an overconsolidation ratio of five. The results in Table 4 show that the swelling index of the BR-OCR5.0-C specimen (i.e. 0.014) was greater than that of the UR-OCR5.0-C specimen (i.e. 0.008). Therefore, the MICP effect was sustainable and elastic upon rebounding, as subjected to a high compression stress of 220 kPa. AE measurement had been used to examine the microstructural changes such as the changes in the bonding/ bridging of MICP soils during isotropic compression as well as during undrained shearing. More results pertaining to the nature and responses of bonding under various stresses will be presented in our Part II paper. 3.1.3 Isotropic and anisotropic deformation behaviour of soils Figure 6 depicts the relationships of isotropic consolidation stress and strains for untreated and MICP-treated residual soils. It was observed that the changes of radial strain against the axial strain were different between the untreated and MICP-treated residual soils. For the UR-220-C and UR-OCR5.0-C samples, the magnitude of radial strain was greater than the axial strain while both strain components were quite similar to each other in the UR-220-E sample. The difference between radial and axial strains decreased in the BR-OCR5.0-C sample after the MICP treatment, as the radial strain was gradually becoming smaller than the axial strain for the BR-220-C and BR-220-E samples. These comparisons clearly showed that the radial movement of residual soil particles reduced and restricted after the bio-treatment. To exemplify the observed phenomenon, we introduced a term called strain ratio (i.e. ε r / ε a ) as plotted at the bottom side of same figures. Except the UR-220-E sample, all the other untreated residual soils showed higher strain ratio (about 2.0–3.0) than those of bio-treated residual soils in which the strain ratio was nearly unity, which resembled isotropic deformation behaviour. Despite of having a lower consolidation rate in both extension samples (UR-220-E and BR-220-E), the MICP effect was still observable in the BR-220-E sample because the strain ratio for the untreated residual soil sample reached unity and was greater than that of MICP-treated sample (strain ratio ≈ 0.8). The BR-220-E sample somewhat preserved stronger radial resistance, in view of the lower strain ratio as compared to the BR-OCR5.0-C sample at higher stress level (> 100 kPa). This was probably because of the higher degree of cementation in BR-220-E (1.8%) than that of BR-OCR5.0-C sample (1.2%), and therefore the MICP effect being amplified. The anisotropic deformation behaviour was again observed during the isotropic unloading stage, in which the untreated soil (UR-OCR5.0-C) showed a strain ratio as high as three whereas the bio-treated counterpart was nearly one. Under swelling, the BR-OCR5.0-C released nearly 70% of the total strain in the final compression step (160–220 kPa), whereas the untreated OC soil only released about 30% of the total strain. In other words, during the isotropic unloading, the MICP-treated residual soil recovered more strain energy, and hence the bio-treated residual soil deformed elastically. However, the untreated soil could only release a small amount of strain energy because substantial portion of the isotropic compression was of plastic nature and irrecoverable. When the MICP-treated specimen was isotropically unloaded, the soil particles tended to move radially, and the soil skeleton resulted in a state with a much larger void ratio (looser) as compared to the untreated soil (UR-OCR5.0-C). It is worth mentioning that the final void ratio of the BR-OCR5.0-C specimen ( e = 0.583) was higher than the UR-OCR5.0-C specimen ( e = 0.571) despite a higher extent of stress relaxation was applied in the untreated residual soil. This microstructural effect of looser state of compaction will be seen in the strength loss (lower undrained shear strength) during the triaxial compression test as shown later. Above findings confirmed that the untreated and MICP-treated residual soils manifested different anisotropic deformation behaviours. The original residual soil was characterized with a weaker lateral structural resistance. There was a tendency for the bio-treated residual soil deforming in isotropic manner and the radial resistance (stiffness) was improved considerably because of the enhanced cementation restraining the lateral soil movement. Kuwano [27] reported that the radial stiffness of loosely deposited Ham River (HR) sand was much lower than its dense counterpart during the isotropic compression test. The anisotropic compression behaviour of residual soil resembled that of the loosely deposited HR sand although initially compacted to a relatively dense state. The MICP-treated residual soil exhibited a more isotropic compression behaviour, resembling the dense HR sand’s behaviour. This resembled deformation behaviour was understood to be attributed from the densifying effect of soil bio-mediation [52]. Apart from the residual soils, Fig. 7 compares the change of strains for US-220-C and BS-220-C. Unlike the residual soils, the total deformation of sands was much smaller and there was no sign showing the increase of radial resistance in the bio-treated sands. Instead, both types of sands deformed more or less isotropic despite the BS-220-C sample somewhat showed slightly higher strain ratio than the untreated counterpart. This observation suggested that the bio-treated sand may behave more like a “dense” soil comparing to the untreated sand. 3.2 MICP Effect towards Undrained Shearing Behaviour This section describes the influence of MICP on the mechanical behaviours of tested soils when subjected to undrained shearing. The influence relating to the difference of consolidation rates will also be highlighted in the following discussion. 3.2.1 MICP-treated residual soils Figures 8 (a) - (c) compare the stress-strain responses of the untreated and MICP-treated residual soils under undrained compression, with initial consolidation pressures of 40, 120, and 220 kPa respectively. The increase of undrained shear strength was observed in all the MICP-treated specimens, including those have been consolidated above the isotropic yield stress (i.e. 100 kPa). Both the untreated and MICP-treated residual soil specimens showed similar degree of initial stiffnesses at their full-strain range. With increasing strain amplitude, the MICP residual soils yielded at higher stress levels as compared to the untreated counterparts. Since the rates of consolidation for UR-120-C and BR-120-C samples were both slower than UR/BR-220-C, it was anticipated that the difference of undrained shear strength could be lower than that of currently obtained. The UR-120-C would experience greater extent of compression than the BR-120-C, and hence the undrained shear strength could probably be higher. Being one of the limitations in conventional triaxial test, a precise determination of yield point from the stress-strain curve was difficult because of the progressive changes of the deformation behaviour at different strain ranges. To investigate the yielding behaviours of soil, an acoustic emission measurement was used during the test and related findings will be presented in our companion paper (Part II). Although all the MICP-treated specimens showed higher undrained shear strengths than their untreated counterparts in the CIUC tests as noted above, less improvements in ultimate shear strengths were observed as the consolidation pressure increased from 120 kPa to 220 kPa. With the increase in consolidation pressure, the difference in positive pore-water pressure build-up between the untreated and MICP-treated residual soils became smaller, and likewise their difference in ultimate shear strength. However, a marginal ultimate strength increase could still be observed in the BR-220-C specimen. This indicated that densification effect still existed in the MICP-treated soil structure, albeit the soil had been subjected to large isotropic stress. This was probably contributed by the confinement effect on soil particles [68] and restraint of large particle movement. With increasing consolidation pressure, the skeleton of (MICP-treated) residual soils degraded progressively and resulted in the increase in excess pore-water pressure (the highest increase was nearly 150 kPa). The tendency of pore-water pressure increase was probably caused by the continuous fragmentation of calcium carbonate clusters within the pore space as the compression strains increased [14, 34]. Six sets of triaxial extension tests were performed to examine the anisotropic structure of MICP-treated residual soil, and their results were presented in Figs. 9 (a) - (c) for the specimens consolidated to 40kPa, 120kPa, and 220kPa, respectively. It was apparent that the strength improvement of the MICP-treated residual soil under the triaxial extension test was only found in the soil sample, which was consolidated to 40 kPa. Dilation effect was also observed in the BR-40-E specimen in view of the decrease in excess pore-water pressure. For the specimens consolidated above the isotropic yield stress of about 100 kPa, the mechanical and pore-water pressure responses of the MICP-treated residual soils closely resembled those of the untreated residual soils. It was also noted, by comparing Figs. 8 and 9 , that the extension strengths of the MICP-treated residual soils were about 52% lower than their compressive strengths. At certain point, this finding could justify the previous anisotropic compression behaviours for untreated and bio-treated residual soils. This was because large portion of enhanced cementation was formed in the lateral direction of soil sample and the resistance against vertical pulling action was significantly smaller than that of triaxial compression. In the later case, it was anticipated that the enhanced cementation could furnish sufficient confinement onto the major force chain of soil structure for resisting axial compression. Figure 10 (a) - (b) compare the differences of UR-OCR5.0-C and BR-OCR5.0-C over the full strain range, by examining the changes of stress-strain and pore-water pressure behaviour. It can be seen from Fig. 10 (a) that the ultimate undrained shear strength of the BR-OCR5.0-C specimen was lower than the UR-OCR5.0-C specimen because of the higher void ratio in the MICP-treated OC soil, after it had been subjected to an isotropic unloading as noted earlier. At the smaller strain range, the MICP-treated OC residual soil showed greater initial stiffness (i.e. steeper gradients of elastic lines) than the untreated OC residual soil. This was possibly caused by the preserved elasticity that was discovered in the isotropic unloading as discussed in the Section 3.1.2 . It was also apparent that the stress-strain behaviours of the untreated and MICP-treated OC residual soils began to show opposing trends upon reaching an axial strain amplitude of about 0.1–0.2%. 3.2.2 MICP-treated sands Figures 11 (a) - (c) show the stress-strain and pore-water pressure responses for (MICP) sand specimens. Strain hardening behaviour was clearly observed in all the sand specimens. Dilation behaviour was also apparent for both the untreated and MICP-treated sands, especially when the specimen was consolidated to a pressure of 40 kPa as the excess pore-water pressures decreased with the increase of axial strain. At the consolidation pressure of 120 kPa, the untreated sand exhibited a greater deviator stress increase and the MICP-treated sand showed less dilatant behaviour. The difference in dilation behaviour between the untreated and MICP-treated sands was minimized with nearly the same positive pore-water pressure increase, upon the stress level of 220 kPa. From these results, it could be concluded that the effect of MICP treatment was not significant in the sand as compared to the tested residual soils. This could probably be caused by the relatively high initial density [8, 10] and fairly low calcium carbonate level (i.e. 3.6% − 3.8%) in the sand. To be specific, Chou et al [10] observed almost no improvement in shear strength comparing to the original sand, which was prepared to dense state ( D r = 85%) and sheared under a normal stress level of 31 kPa. 3.2.3 Effective stress paths Figures 12 (a) - (b) compare the effective stress paths for (untreated and MICP) residual soils and sands, respectively. The residual soils being consolidated to higher consolidation pressures (i.e. 120 kPa and 220 kPa) tended to trace down to the left of effective stress paths and exhibited plastic deformation behaviour. At the consolidation pressure of 40 kPa, both untreated and MICP-treated residual soils and sands appeared to manifest structural behaviour inherited from the initial compaction/ tamping. Atkinson and Bransby [2] noted that the effective stress paths of over-consolidated soils tended to move vertically upward to indicate an elastic behaviour before yielding. It was thought that the effect of preparing the specimens into a relatively dense compaction state has preserved some elastic structural resistance. Once the soils were consolidated to 120 kPa and 220 kPa, the MICP-treated residual soils started to yield from the start of undrained shearing. It was also noted from Fig. 12 (a) that the effect of bio-mediation was less significant during the triaxial extension test, as the effective stress paths of bio-treated soils resembled those of untreated soils. From the same stress paths, the mean effective stress of CIUE samples decreased faster than those of the CIUC samples. This was probably ensued from the greater effect of side contraction in triaxial extension sample [53]. On the other sides, a significant difference of stress change between untreated and bio-treated residual soils were distinguished in the triaxial compression. With presence of fines content of 15%, it was also observed that the bio-treated sand became stiffer in undrained simple shear test and exhibited lower pore-water pressure generation [72]. All the tested sands exhibited strain hardening throughout the undrained compression test and progress towards an asymptote of a constant stress ratio, under different levels of consolidation pressures. Figure 13 compares the effective stress paths of the over-consolidated residual soil specimens (UR-OCR5.0-C and BR-OCR5.0-C) and normally-consolidated residual soils being consolidated to 40 kPa (UR-40-C and BR-40-C). The OCR effect was pronounced in residual soil and the difference of deformation behaviours between untreated and bio-treated OC soils was distinctive. Without subjecting to over-consolidation, the MICP-treated residual soils (BR-40-C) yielded at a higher stress level than its untreated counterpart (UR-40-C), mainly because of the bonding effect. However, after subjecting to over-consolidation, an opposing trend was observed in which the untreated residual soil (UR-OCR5.0-C) showed higher yield stress than its MICP-treated counterpart (BR-OCR5.0-C), although both soils have a similar q/p’ stress ratio before yielding. These findings implied that the isotropic loading-to-unloading process was capable to impose a pronounced plastic compression onto the untreated residual soil. The same plastic compression was preserved as an elastic structural resistance for the MICP-treated soils and eventually resulted in a much higher void ratio before the undrained shearing, as discussed previously in the Section 3.1.2 . 3.3 Microstructure of Soil 3.3.1 Residual soil This section discusses the results of SEM test, and the microscopic configuration of soil particles was presented in Figs. 14–16 accordingly. The results of SEM were used as an ancillary for the laboratory observations as obtained from the triaxial test. Figures 14 (a) - (b) illustrate the morphology of the fine-grained particles (passing sieve size of 63 µm) sampled from the residual soil, and Figs. 16 (c) – (d) show the morphology of pure calcium carbonate powder as collected from the effluent of treatment solution. The microscopic observation on individual materials (such as fines and calcium carbonate powder) may facilitate interpretation of the more complicated MICP-treated residual soil. From the arrangement of residual soil grains, silt and clay-sized particles were found to be distributing randomly over the area. The images also show that the agglomerated calcium carbonate appeared to be formed by numerous block-like calcium carbonate crystals and seemed like the texture of calcite [50]. Figure 15 (a) shows that the original residual soil contained a wide range of particle’s sizes which were more or less of sub-angular shape. From Figs. 15 (b) – (c) , agglomerations of fines were found to be adhering on the surface of the coarser soil grains. The presence of fine-grained, which was formed in sheeted structure ( Fig. 14 - c ), would hinder the direct formation of calcium carbonate bonding at two adjacent soil particles [49] and therefore could affect the effectiveness of calcium carbonate bonding and overall shear resistance. The residual soil could feature in different sizes of pore throats; therefore, calcium carbonate would preferably form along the reagent flow path away from the locations of accumulated fine grains. This could explain the less uniformity in calcium carbonate distribution and the enhanced radial stiffness in the MICP-treated residual soil, as highlighted in earlier results from the triaxial test. Different modes of soil arrangement were observed in the MICP-treated residual soil, such as the formation of a cemented calcium carbonate assemblage ( Fig. 15 - d and Fig - f ), adhesion of calcium carbonate crystals onto the surface of coarser soil grains ( Fig. 15 - e ), and the cementation bridging two adjacent particles ( Fig. 15 - f ). These microscopic observations underpinned the results of mechanical test, in respect of the improvement in soil stiffness and shear strength upon MICP treatment. The aggregation of fines could play an important role in affecting the deformation behaviour because the fines was susceptible to disintegration and hence higher compressibility of soil. When the untreated residual soil deformed, the adhered fines would be compressed alongside the movement of coarser grains (suggested by Fig. 15 – b and Fig. 15 - c ). For the MICP-treated residual soil, the soil structure was strengthened to such an extent that the adjacent coarser soil grains were adjoined by the calcium carbonate and fines. The movement of coarser grains were therefore restricted, especially along the lateral direction of soil sample. It was further anticipated that such enhanced cementation could only be formed bridging the coarse grains and could not be precipitated within the fine-grained soil clusters, as the limited size of pore throat would inhibit effectiveness of cementation. 3.3.2 Sand Figure 16 (a) – (b) shows that the texture of sand particles was subangular. After the MICP treatment, calcium carbonate crystals were found sticking on the cross-sectional side of the sand particles ( Fig. 16 - c ). The sectional side of sand particle appeared to have a rougher surface texture, whereas the longitudinal surface was too smooth for the calcium carbonate crystals to adhere on. Weak and unstable calcium carbonate bonding was anticipated in the MICP-treated sand because the effective area of the bonding point was far smaller than the overall dimension of sand particles ( Fig. 16 - d ). The microscopic evidence and results from triaxial tests showed that the MICP-treated sand was not improved as much as residual soil. 4. Conclusions Through the present triaxial and microscopic tests, the differences of deformation behaviours between untreated and MICP-treated soils were obtained experimentally. Underlying mechanisms as related to microstructural changes under various loading conditions were anticipated, but more tests shall be pursued for justification and enhance the understanding. Three major conclusions can be drawn from the present experimental studies on (MICP) residual soil and sand, as listed accordingly: (1) MICP Treatment for Residual Soil and Sand Although the level of calcium carbonate content obtained in this study was relatively low at about 3.0 % or less, the MICP treatment was found to have noticeable effect on the mechanical behaviours of compacted residual soil, but such effect was not as pronounced in the dense sand. These findings were useful for promoting field applications of the MICP technology in residual soil because it is typically characterized by noticeable fines content (i.e. 30 % in this study) and low permeabilities, which are often regarded as one of the main limitations for effective soil treatment. Under a similar degree of cementation, the MICP effect on the tested sand was negligible. It was reckoned that bonding could be formed ineffectively between adjacent sand particles and the effective area of the bonding point was far smaller than the overall dimension of the sand particles. (2) Deformation Behaviours under Isotropic Consolidation The deformation behaviours of (MICP) residual soils were dependant on the loading rates during isotropic consolidation. Higher consolidation rate generally induced greater volumetric change in the untreated residual soils, whereas the bio-treated soils responded otherwise. This behavioural difference was reckoned to be related to the change of pore structure after the densification effect. Notable effects of the MICP treatment were also found in the bio-treated residual soil by the manifestation of isotropic deformation behaviour, under the isotropic loading and unloading. The residual soil originally had a weaker horizontal stiffness, which was later reinforced by the bonding of calcium carbonate resulting in a nearly isotropic behaviour under compressive loading. The soil also experienced a much larger horizontal rebound than in vertical direction during unloading, on account of the enhanced elasticity. Both the compression index and yield stress of the residual soil were improved (i.e. 50 % decrease in compression index and 15 kPa increase in yield stress) after the MICP treatment, although there were some scatters in these values because of non-uniform formation of calcite bonding in the residual soils which constituted substantial fines. (3) Mechanical Behaviours under Undrained Shearing When the MICP residual soil was sheared undrained under higher confining stresses, i.e. 120kPa and 220kPa, the difference in shearing responses between the untreated and the MICP-treated residual soils decreased. The increase in confining pressure could greatly affect the volumetric response of the residual soils because of their fragile soil fabrics. The effects of calcium carbonate bonding were thought to enforce an elastic structural response, but not so much on the cementation between individual soil particles. This was clearly evidenced by the triaxial extension test results on the residual soil, whereby no clear difference was spotted in the shearing responses between the untreated and MICP-treated residual soils. The effect of calcium carbonate bonding was dominant under compressive loading (when normal force on the shear plane was increasing), and hence there was a substantial difference between the untreated and bio-treated specimens during the undrained compressive loading. However, during the undrained extension test (when normal force on the shear plane was decreasing), there was only marginal difference between non-treated and bio-treated residual soils. The benefit of MICP treatment in enhancing elastic structural responses could be unbalanced by subjecting to over-consolidation load process, as shown by the undrained test results of OCR5 residual soil. The undrained shear strength of the untreated OC residual soil turned out to be higher than its MICP-treated counterpart because of the large plastic strains imposed after a high level of consolidation stress. Besides, no obvious shear strength improvement was found in the bio-treated sands as compared to the untreated sand. This was probably related to the facts that weak calcite bonding was formed within the sand, while the original sand was prepared at relatively dense state. Nomenclature and symbol Declarations Acknowledgements The authors would like to acknowledge the financial supports from the Universiti Tunku Abdul Rahman Research Fund (UTARRF): Vote No. 6220/L29. Supports from Mr. Ho Chan Cheong, laboratory staffs, and undergraduate students were deeply appreciated. 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Restraint of Particle Breakage by Biotreatment Method. Journal of Geotechnical and Geoenvironmental Engineering, 146 (11) 04020123: 1-12. Xiao. Y., Xiao, W.T., Wu, H.R., Liu, Y., and Liu, H.L. (2022a) Fracture of Interparticle MICP Bonds under Compression, International Journal of Geomechanics, Vol 23 (3), https://doi.org/10.1061/IJGNAI.GMENG-828. Xiao, Y., Xiang He, S, Armin W. Stuedlein, Armin., Jian Chu, T. Matthew Evans, and Leon A. van Paassen. (2022b). Crystal Growth of MICP through Microfluidic Chip Tests, Journal of Geotechnical and Geoenvironmental Engineering, Vol 148 (5), https://doi.org/10.1061/(ASCE)GT.1943-5606.0002756. Zamani, A., and Montoya, B.M. 2015. Undrained Behavior of Silty Soil Improved with Microbial Induced Cementation. 6th International Conference on Earthquake Geotechnical Engineering. Christchurch, New Zealand, 1-5 November 2015. Zamani, A., and Montoya, B.M. 2017. Shearing and Hydraulic Behavior of MICP Treated Silty Sand. ASCE Geotechnical Frontiers 2017. Zamani, A., and Montoya, B.M. 2018. Undrained Monotonic Shear Response of MICP-Treated Silty Sands. Journal of Geotechnical and Geoenvironmental Engineering, 144 (6): 1-12. Zamani, A., and Montoya, B.M. 2019. Undrained cyclic response of silty sands improved by microbial induced calcium carbonate precipitation. Soil Dynamics and Earthquake Engineering, 120 (2019): 436-448. Zhu, Jun-Gao; Yin, Jian-Hua. 2000. Strain-rate-dependent stress-strain behavior of overconsolidated Hong Kong marine clay. Canadian Geotechnical Journal, 37 (6), 1272–1282. doi:10.1139/t00-054. Additional Declarations No competing interests reported. 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Also discoverable on Platform About Our Team In Review Editorial Policies Advisory Board Help Center Resources Author Services Accessibility API Access RSS feed Manage Cookie Preferences © Research Square 2026 | ISSN 2693-5015 (online) Privacy Policy Terms of Service Do Not Sell My Personal Information {"props":{"pageProps":{"initialData":{"identity":"rs-5677668","acceptedTermsAndConditions":true,"allowDirectSubmit":false,"archivedVersions":[],"articleType":"Research Article","associatedPublications":[],"authors":[{"id":396177511,"identity":"7667cce8-b7ab-494a-9d9a-8326f0343945","order_by":0,"name":"Jun Xian 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2","display":"","copyAsset":false,"role":"figure","size":18870,"visible":true,"origin":"","legend":"\u003cp\u003e\u003cstrong\u003eMICP treatment setups for: (a) Residual soil; (b) Sand\u003c/strong\u003e\u003c/p\u003e","description":"","filename":"2.png","url":"https://assets-eu.researchsquare.com/files/rs-5677668/v1/e09df24a26a15bd60a839894.png"},{"id":72734862,"identity":"3d9cee16-bf22-43cb-955a-835fa8e60d73","added_by":"auto","created_at":"2025-01-01 08:05:54","extension":"png","order_by":3,"title":"Figure 3","display":"","copyAsset":false,"role":"figure","size":168630,"visible":true,"origin":"","legend":"\u003cp\u003e\u003cstrong\u003eComparison of deformation changes under different loading rates during isotropic consolidation for residual soils (a-b) and sands (c-d)\u003c/strong\u003e\u003c/p\u003e","description":"","filename":"3.png","url":"https://assets-eu.researchsquare.com/files/rs-5677668/v1/907e92caf37865b4e4dc00c8.png"},{"id":72734867,"identity":"4d00722b-bee7-47f7-8875-6184007f7cd5","added_by":"auto","created_at":"2025-01-01 08:05:54","extension":"png","order_by":4,"title":"Figure 4","display":"","copyAsset":false,"role":"figure","size":74591,"visible":true,"origin":"","legend":"\u003cp\u003e\u003cstrong\u003eRelationship of stress rate and strain rate for untreated and bio-treated residual soils\u003c/strong\u003e\u003c/p\u003e","description":"","filename":"4.png","url":"https://assets-eu.researchsquare.com/files/rs-5677668/v1/f73dff270942d80d8812a9db.png"},{"id":72734730,"identity":"c3a56aa4-acab-4d8d-b79d-8efd50623352","added_by":"auto","created_at":"2025-01-01 07:57:54","extension":"png","order_by":5,"title":"Figure 5","display":"","copyAsset":false,"role":"figure","size":103692,"visible":true,"origin":"","legend":"\u003cp\u003e\u003cstrong\u003eVoid ratio changes for the untreated and MICP-treated specimens: (a) Residual soils, (b) Sands\u003c/strong\u003e\u003c/p\u003e","description":"","filename":"5.png","url":"https://assets-eu.researchsquare.com/files/rs-5677668/v1/18872e3947d9911089bc13fc.png"},{"id":72734719,"identity":"3f499e80-6389-41ea-9e92-1183c481c8b5","added_by":"auto","created_at":"2025-01-01 07:57:54","extension":"png","order_by":6,"title":"Figure 6","display":"","copyAsset":false,"role":"figure","size":226772,"visible":true,"origin":"","legend":"\u003cp\u003e\u003cstrong\u003eRelationships between strains, strain ratios and mean effective stress for residual soils\u003c/strong\u003e\u003c/p\u003e","description":"","filename":"6.png","url":"https://assets-eu.researchsquare.com/files/rs-5677668/v1/d8a8ea76ef91f76c397593e1.png"},{"id":72734711,"identity":"c8b473ab-2f86-42a1-899d-ad42dc8ef7dd","added_by":"auto","created_at":"2025-01-01 07:57:54","extension":"png","order_by":7,"title":"Figure 7","display":"","copyAsset":false,"role":"figure","size":67236,"visible":true,"origin":"","legend":"\u003cp\u003e\u003cstrong\u003eRelationships between strains, strain ratios and mean effective stress for sands\u003c/strong\u003e\u003c/p\u003e","description":"","filename":"7.png","url":"https://assets-eu.researchsquare.com/files/rs-5677668/v1/8b082773be135d357b2e68ef.png"},{"id":72734713,"identity":"f166afc2-5147-4a47-be0b-d46dabcc64f6","added_by":"auto","created_at":"2025-01-01 07:57:54","extension":"png","order_by":8,"title":"Figure 8","display":"","copyAsset":false,"role":"figure","size":118421,"visible":true,"origin":"","legend":"\u003cp\u003e\u003cstrong\u003eMechanical responses of triaxial compression tests for untreated and MICP-treated residual soils under different consolidation pressures: (a) 40 kPa, (b) 120 kPa, and (c) 220 kPa\u003c/strong\u003e\u003c/p\u003e","description":"","filename":"8.png","url":"https://assets-eu.researchsquare.com/files/rs-5677668/v1/55fda227c917bfff4c85e220.png"},{"id":72734740,"identity":"9e59b5f1-3931-441b-99df-66f32ae16dd2","added_by":"auto","created_at":"2025-01-01 07:57:55","extension":"png","order_by":9,"title":"Figure 9","display":"","copyAsset":false,"role":"figure","size":109260,"visible":true,"origin":"","legend":"\u003cp\u003e\u003cstrong\u003eMechanical responses of triaxial extension tests for untreated and MICP-treated residual soils under different consolidation pressures: (a) 40 kPa, (b) 120 kPa, and (c) 220 kPa\u003c/strong\u003e\u003c/p\u003e","description":"","filename":"9.png","url":"https://assets-eu.researchsquare.com/files/rs-5677668/v1/7efe2bbb4f49b18456aa19e1.png"},{"id":72735365,"identity":"2da385f3-b141-4382-978b-b30fdfd831ca","added_by":"auto","created_at":"2025-01-01 08:13:54","extension":"png","order_by":10,"title":"Figure 10","display":"","copyAsset":false,"role":"figure","size":146448,"visible":true,"origin":"","legend":"\u003cp\u003e\u003cstrong\u003eComparison of mechanical behaviours between untreated and MICP-treated OC residual soils across different strain ranges: (a) Global strain range, and (b) Smaller strain range\u003c/strong\u003e\u003c/p\u003e","description":"","filename":"10.png","url":"https://assets-eu.researchsquare.com/files/rs-5677668/v1/67fc8da69fc6fd5d1d5a2511.png"},{"id":72734724,"identity":"2ad91531-1906-47b9-b8b9-92fd5c3263aa","added_by":"auto","created_at":"2025-01-01 07:57:54","extension":"png","order_by":11,"title":"Figure 11","display":"","copyAsset":false,"role":"figure","size":104787,"visible":true,"origin":"","legend":"\u003cp\u003e\u003cstrong\u003eStress-strain and pore-water pressure responses for untreated and MICP-treated sands with different consolidation pressures: (a) 40 kPa, (b) 120 kPa, and (c) 220 kPa\u003c/strong\u003e\u003c/p\u003e","description":"","filename":"11.png","url":"https://assets-eu.researchsquare.com/files/rs-5677668/v1/30e904b6ff0bb7114545a6aa.png"},{"id":72734717,"identity":"a59d9bb8-7d07-4382-ba1c-9188fa43a007","added_by":"auto","created_at":"2025-01-01 07:57:54","extension":"png","order_by":12,"title":"Figure 12","display":"","copyAsset":false,"role":"figure","size":182785,"visible":true,"origin":"","legend":"\u003cp\u003e\u003cstrong\u003eEffective stress paths for tested soils: (a) Residual soils; (b) Sands\u003c/strong\u003e\u003c/p\u003e","description":"","filename":"12.png","url":"https://assets-eu.researchsquare.com/files/rs-5677668/v1/09ccfd68bcc96ae5becc6d0a.png"},{"id":72735369,"identity":"172e0789-6e4c-4df3-8dbb-63b9520c950a","added_by":"auto","created_at":"2025-01-01 08:13:55","extension":"png","order_by":13,"title":"Figure 13","display":"","copyAsset":false,"role":"figure","size":88479,"visible":true,"origin":"","legend":"\u003cp\u003e\u003cstrong\u003eEffective stress paths for the over-consolidated residual soils\u003c/strong\u003e\u003c/p\u003e","description":"","filename":"13.png","url":"https://assets-eu.researchsquare.com/files/rs-5677668/v1/c514c944c3267294e4fc22e7.png"},{"id":72735548,"identity":"095495d4-4202-4796-bd97-1ac574be15ab","added_by":"auto","created_at":"2025-01-01 08:21:55","extension":"png","order_by":14,"title":"Figure 14","display":"","copyAsset":false,"role":"figure","size":431389,"visible":true,"origin":"","legend":"\u003cp\u003e\u003cstrong\u003eMicroscopic images for fine-grained particles and calcium carbonate crystal\u003c/strong\u003e\u003c/p\u003e","description":"","filename":"14.png","url":"https://assets-eu.researchsquare.com/files/rs-5677668/v1/1b1c9bc24e093f32019f2fb7.png"},{"id":72734722,"identity":"8f4d185e-37c3-4e77-9b6e-d5d0b8d15656","added_by":"auto","created_at":"2025-01-01 07:57:54","extension":"png","order_by":15,"title":"Figure 15","display":"","copyAsset":false,"role":"figure","size":392488,"visible":true,"origin":"","legend":"\u003cp\u003e\u003cstrong\u003eMicroscopic images for untreated and MICP-treated residual soils\u003c/strong\u003e\u003c/p\u003e","description":"","filename":"15.png","url":"https://assets-eu.researchsquare.com/files/rs-5677668/v1/5b7dacc9b5506446133761c0.png"},{"id":72734774,"identity":"056231b1-47df-4fc1-b87e-e6e1f6cdaab1","added_by":"auto","created_at":"2025-01-01 07:57:56","extension":"png","order_by":16,"title":"Figure 16","display":"","copyAsset":false,"role":"figure","size":286299,"visible":true,"origin":"","legend":"\u003cp\u003e\u003cstrong\u003eMicroscopic images for untreated and MICP-treated sands\u003c/strong\u003e\u003c/p\u003e","description":"","filename":"16.png","url":"https://assets-eu.researchsquare.com/files/rs-5677668/v1/a5c86b01f9ce8f2503be8dd8.png"},{"id":72736171,"identity":"3f17ccf9-daaf-480e-b238-7f6255d4c513","added_by":"auto","created_at":"2025-01-01 08:29:55","extension":"pdf","order_by":0,"title":"","display":"","copyAsset":false,"role":"manuscript-pdf","size":3657095,"visible":true,"origin":"","legend":"","description":"","filename":"manuscript.pdf","url":"https://assets-eu.researchsquare.com/files/rs-5677668/v1/ca08fc6a-377a-4152-92cd-398259e6f6c8.pdf"}],"financialInterests":"No competing interests reported.","formattedTitle":"Mechanistic Comparisons of MICP-treated Residual Soil and Sand Part I – Microstructural Formation and Deformation Behaviour of Soils","fulltext":[{"header":"1. Introduction","content":"\u003cp\u003eBeing a sustainable ground improvement technique, microbial-induced calcium carbonate precipitation (MICP) has received tremendous attentions from the research society of geotechnical engineering in recent years. Through the MICP process, strength-stiffness and hydraulic properties of soils can favourably be improved by the presence of calcium carbonate crystal within the soil matrix [22, 61]. The precipitated calcium carbonate can alter the original soil structure through calcium carbonate cementation adjoining two adjacent particles and densification of calcium carbonate within the pore space of soil medium [7, 14, 34]. From the literature, the improvements in shear strength [12, 16], shear modulus [14], liquefaction resistance [49, 74], compressibility [29], and erosion resistance [15] have been investigated extensively. Reviews on the recent development of soil bio-mediation can be found in some studies [17, 45, 57] and the engineering significance was also highlighted by Yu et al [58].\u003c/p\u003e \u003cp\u003eTo date, numbers of experiments have been carried out by testing mechanical behaviours for MICP-treated sand [12, 13, 16, 63] and artificial sand-silt mixture [25, 49, 74]. It was usually preferable to adopt uniformly-graded sand sized within a specified range (i.e. D\u003csub\u003e50\u003c/sub\u003e ranged from 0.12 mm to 0.52 mm) and the sample was prepared at a relatively loose state. Cheng et al [7] further reported that greater shear strength improvement could be obtained for treated fine sand (with a mean grain size of 0.15 mm) as compared to the well-graded coarse sand. Through a comprehensive stress-strain controlled test, Mortensen and De Jong [38] investigated the shearing responses of bio-treated sand specimens under various stress path conditions (e.g. triaxial compression, radial extension, and constant-\u003cem\u003ep\u0026rsquo;\u003c/em\u003e) using triaxial apparatus. Feng and Montoya [16] investigated the effect of confining pressure on the bio-mediated sand through triaxial drained test. The undrained shearing behaviours of MICP-treated sands were previously investigated [12, 13]. Pore-water pressure change was found to be an important variable affecting the undrained shearing behaviour, in which the tendency of dilation was obvious. This phenomenon was largely attributed to the formation of calcium carbonate clusters occupying the pores of soil skeleton. Cui et al [12] proved that the undrained shear strength was increased with the degree of cementation in the MICP-treated sand. Specifically, effective frictional angle was linearly proportional to the cementation level (i.e. calcium carbonate content) while the effective cohesion increased exponentially with respect to the cementation level. Karimian and Hassanlourad [26] reported that the increase of friction angle was more significant than the cohesion in the lightly bio-cemented sand. Wu et al. [65] further found the co-existence of bond-breakage and friction in weakly bio-cemented soil. In other words, the movement of soil particles and failure mechanism were fundamentally influenced by the degree of cementation in a particular soil. Besides that, undrained direct shear test [10], direct simple shear test [71], and cyclic shear tests [49, 74] have been found useful for investigating geotechnical properties of the bio-cemented sands under various stress conditions.\u003c/p\u003e \u003cp\u003eThe shearing resistance of soil was strongly related to the formation of calcium carbonate and the state of precipitation at particle-level [39, 69]. At microscopic scale, De Jong et al [14] anticipated two micro-fracturing mechanisms for the bio-cemented sand fabrics. The fracturing could either occur across the calcium carbonate bond or at the interface between adhered calcium carbonate and soil grain. Nafisi et al [40] claimed that cohesive failure across calcium carbonate bonds was more likely to occur than adhesive failure across the particle contacts under uniaxial pulling action. The effect of confinement and pore-water pressure change had not been taken into account in their uniaxial pulling experiment. Lin et al [34] suggested that matrix supporting system could be formed within the pore space by interconnecting the soil grains through calcium carbonate bridging. The tensile strength of interparticle bonding was found to be ranging from 200\u0026ndash;700 kPa [18, 40], depending upon the degree of cementation. As a matter of fact, the effective bond strength was largely depended on the grain size and morphology of crystallization [56].\u003c/p\u003e \u003cp\u003eThe presence of fine-grained particles (\u0026lt;\u0026thinsp;63 \u0026micro;m) might hinder the effectiveness of bio-treatment to a certain extent and the calcium carbonate could be formed at the locations, whereby they did not contribute to significant structural resistance for the soil [49]. Heterogeneous and non-uniform distributions of precipitated calcium carbonates were also reported in some well-graded soil mixtures [25, 61]. Under microscopic observation, the homogeneity of calcium carbonate formation was governed by the diffusion state of treatment solution and the chemical concentration [70]. Soil physical characteristics such as grain-size distribution, mean grain size, surface texture, and shape of soil grain could influence the microstructural configuration of the bio-treated soil. Xiao et al [67] observed that more effective cementations could be formed in a soil with irregular particle shape, and the surface roughness of soil particles could be increased with the growth of adhered calcium carbonates.\u003c/p\u003e \u003cp\u003eIn recent years, studies of MICP-treated soils with substantial fines have drawn increasing attention. In some previous studies, the permeability and strength properties of soft marine clays were improved upon MICP treatment through bio-encapsulation method [23, 30]. Several studies have been attempted for investigating the mechanical behaviours of MICP-treated residual soils through unconfined compression test [9, 41, 42]. Residual soil is a natural weathering product that can be found abundantly in many tropical countries, such as Malaysia, Singapore, and Hong Kong [20]. The residual soils in Malaysia usually constitute coarse-grained and fine-grained soils, and their mixture are typically classified as silty sand or sandy silt because of the high fines content. Shear strength improvements were observed in the MICP-treated residual soils which contained a considerable amount of fines content (as high as 62\u0026ndash;84% for those studies listed above). Similar to the observation in the MICP-treated sand [1], it was realized that a low concentration of chemical reagent (\u0026lt;\u0026thinsp;1.0 mol/L) was essential to achieve a uniform calcium carbonate precipitation and an effective shear strength improvement in the MICP-treated residual soils [9]. The unconfined compressive strength and cementation level of the MICP-treated residual soil were also governed by other factors such as curing duration and temperature [19, 21, 59]. Since the residual soil usually constitutes considerable fines, it is logically to expect less uniformity of treated sample as highlighted above. Lim et al [32] investigated the bio-mediation effect on granitic residual soil by increasing isotropic consolidation pressure, and subsequently tested under triaxial compression condition. The results showed that the increase of undrained compressive strength attributed to MICP effect slowly diminished with the increase of consolidation pressure. More interestingly, the bio-treated residual soil manifested different deformation behaviour than the original residual soil in terms of the structural anisotropy. Current knowledge on the mechanical behaviours of MICP-treated residual soil has largely been limited to the results from unconfined compression test, in which the influence of confining pressure was not taken into account and the soil sample was usually partially saturated. Triaxial experiments are essential to provide further insights into the mechanical behaviour of MICP-treated residual soil at saturated state, and yet a better replication for the field stress condition.\u003c/p\u003e \u003cp\u003eAs there is a large difference between sand and residual soil with respect to their physical properties such as gradation, texture, and particle strength, it can be expected that the fabrics and resulting mechanical behaviours of these MICP-treated soils could be distinctively different. To present, there are still very few experimental studies prioritizing on the microscopic structural formation and the corresponding deformation behaviour of MICP-treated residual soil in comparison to sand, which has been abundantly reported. Experimental tests on both materials under the same testing condition would provide a direct assessment on the differences of formation and mechanism of MICP treatment between residual soil and sand. The present study aims to address the above-mentioned problem statements through a series of undrained triaxial tests (compression and extension) on the MICP-treated residual soil and sand. In addition, the isotropic consolidation behaviours as obtained prior to the undrained shear test will be analysed to investigate the stiffness and structural changes of tested soils. Throughout the present series of papers, the term \u0026ldquo;residual soil\u0026rdquo; was referred to the weathered soil being recompacted and has a soil fabric in which the mineralogy likely be retained. A parallel evaluation using Acoustic Emission (AE) measurement during the triaxial test was concurrently carried out to provide more insights into the differences of formation mechanism and stress-deformation behaviour for the MICP-treated residual soil and sand. The corresponding results will be presented in a companion paper (Part II).\u003c/p\u003e"},{"header":"2. Materials and Methods","content":"\u003cp\u003e\u003cstrong\u003e2.1 Physical properties of soils\u003c/strong\u003e\u003c/p\u003e\n\u003cp\u003e\u003cstrong\u003eTable 1\u003c/strong\u003e shows the physical properties of the studied residual soil and clean sand of which gradation was artificially adjusted to have the same particle size at D\u003csub\u003e50\u003c/sub\u003e of the residual soil. The residual soil was sampled from a site in Malaysia. The residual soil constituted nearly 32 % of fines (passing sieve size of 63 \u0026micro;m) and its plasticity index was 25.7 %. It was classified as Very Clayey SAND in accordance with the BS 1377:1990 [3]. Medium-sized sand particles was the dominant component for the residual soil.\u003c/p\u003e\n\u003cp\u003e\u003cstrong\u003eTable 1: Soil properties of residual soil and sand\u003c/strong\u003e\u003c/p\u003e\n\u003cp\u003e\u003cstrong\u003e\u003cimg 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\"\u003e\u003c/strong\u003e\u003cbr\u003e\u003c/p\u003e\n\u003cp\u003eNote:\u003c/p\u003e\n\u003cp\u003e\u0026nbsp; LDD = Lowest dry density\u003c/p\u003e\n\u003cp\u003e\u0026nbsp; MDD = Maximum dry density\u0026nbsp;\u003c/p\u003e\n\u003cp\u003e\u0026nbsp; BSCS = British Soil Classification System\u003c/p\u003e\n\u003cp\u003e\u0026nbsp; OMC = Optimum moisture content\u003c/p\u003e\n\u003cp\u003e\u0026nbsp; \u003cem\u003eD\u003csub\u003er\u003c/sub\u003e\u0026nbsp;\u003c/em\u003e= Relative density\u003c/p\u003e\n\u003cp\u003e\u0026nbsp; The MDD of sand was determined in accordance with JGS standard [24]\u003c/p\u003e\n\u003cp\u003e\u0026nbsp; The LDD was determined by free dropping of dry soil grains into a standard mould\u003c/p\u003e\n\u003cp\u003e\u003cstrong\u003eFig 1\u003c/strong\u003e shows the grain size distribution curves of the studied residual soil and the clean sand as noted above. The original sand was sieved to contain particles ranging between 0.15 mm and 0.6 mm for the subsequent MICP treatment. These grain sizes were selected to fit particle size range suitable for the MICP treatment as adopted in some previous studies, such as Ivanov and Chu [22], Chou et al [10], Cui et al [12], and Cheng et al [7]. According to Rebata-Landa [46], the highest calcium carbonate content was obtained when the grain size of D\u003csub\u003e10\u003c/sub\u003e was nearly 0.1 mm. Since the D\u003csub\u003e10\u003c/sub\u003e of the present residual soil (i.e. 0.006 mm) was much smaller than that of the sieved sand (i.e. 0.136 mm), it was anticipated that the amount of calcium carbonate precipitated in the sieved sand would be greater than that of the residual soil.\u003c/p\u003e\n\u003cp\u003e\u003cstrong\u003e2.2 Testing program and soil characteristics\u003c/strong\u003e\u003c/p\u003e\n\u003cp\u003e\u003cstrong\u003eTable 2\u003c/strong\u003e shows the soil characteristics and testing conditions as adopted in the present study. Mechanical behaviours of the untreated and MICP-treated residual soils were investigated and compared through the undrained compression triaxial tests on isotropically consolidated samples with three different confining pressures (i.e. 40 kPa, 120 kPa, and 220 kPa). A clean sand as noted above was also subjected to the same series of tests. A supplementary set of triaxial extension tests were also carried out for the (MICP) residual soils to further examine the effects of MICP on the mechanical behaviour of residual soil under a different mode of shearing. \u0026nbsp; In addition, two sets of over-consolidated residual soil specimens (i.e. UR-OCR5.0-C and BR-OCR5.0-C) were included to examine the effect of stress history on the soil behaviour after loading and unloading to/from a maximum pressure of 220 kPa, that may alter the bonding structure formed during the MICP process.\u0026nbsp;\u003c/p\u003e\n\u003cp\u003e\u0026nbsp;\u003cimg 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\"\u003e\u003c/p\u003e\n\u003cp\u003eThe residual soils were prepared by first disaggregating the field-sampled soil using a rubber mallet before sieving through a sieve with aperture size of 4.76 mm to remove gravel-sized particles. The residual soil specimen was then formed by compacting it into a cylindrical mould of 50 mm in inner diameter and 100 mm in height, at a dry density of 1620 kg/m\u003csup\u003e3\u003c/sup\u003e and a moisture content of 15.6 %. The compaction was performed by three successive layers with the inter-layers being scratched to facilitate a sound bonding between the layers.\u0026nbsp;\u003c/p\u003e\n\u003cp\u003eThe sand specimen was prepared by depositing the pre-sieved dry sand into a cylindrical mould and manually tamped until the designated height was attained. To enable a valid comparison, it was intended to have comparable relative densities for both the studied residual soil (\u003cem\u003eD\u003csub\u003er\u003c/sub\u003e\u003c/em\u003e = 78 %) and sand specimens (\u003cem\u003eD\u003csub\u003er\u003c/sub\u003e\u003c/em\u003e = 82 %). It was worth noting that there were still no established standard procedures for determining the relative density of the soils containing substantial fines such as the residual soil used in the present study. The relative density of the residual soil with a substantial fines content may be affected by various factors such as gradation, mineralogy, and grain properties (e.g. particle breakage, surface texture and shape). Terzaghi and Peck [55] adopted relative density to distinguish degree of denseness for granular materials (e.g. \u0026ldquo;free-drained\u0026rdquo; sand and gravel without fines), and they also reported the importance of mica content in affecting the soil structure. In the present study, the densely compacted residual soil was used to simulate the field compaction state which was often used in constructing reclaimed fills by keeping a minimum level of compactness (i.e. \u003cem\u003eD\u003csub\u003er\u003c/sub\u003e\u003c/em\u003e\u003csub\u003e\u0026nbsp;\u003c/sub\u003e\u0026asymp; 80 %). Tanaka [51] quantified the relative densities of decomposed granitic soil and crushed mudstone using the similar approach to correlate with the liquefaction strength. To enable a meaningful comparison of mechanistic behaviour between the two studied soils (e.g. residual soil and sand), it was important to keep the degree of compactness of the two soils at a reasonably same state.\u003c/p\u003e\n\u003cp\u003e\u003cstrong\u003e2.3 MICP treatment procedure\u003c/strong\u003e\u003c/p\u003e\n\u003cp\u003eThe detailed procedures of the MICP treatment have been reported in another study by the authors [32], and hence only relevant procedures specifically applicable to this study are described herein. A urea-hydrolysed type of bacteria, namely \u003cem\u003eSporosarcina pasteurii\u003c/em\u003e (\u003cem\u003eS. pasteurii\u003c/em\u003e) was used in the present study to precipitate calcium carbonate within the soil matrix. Cultured bacteria were inoculated into nutrient broth solution before cured in an incubator at 37 \u003csup\u003e◦\u003c/sup\u003eC and 150 r.p.m for 24 hours. A high concentration of bacteria solution was obtained at the end of the incubation with an optical density (O.D\u003csub\u003e600\u003c/sub\u003e) level of 1.6, corresponding to a microbial density of 6.4 x 10\u003csup\u003e7\u003c/sup\u003e colonies forming unit (c.f.u) per ml.\u003c/p\u003e\n\u003cp\u003e\u003cstrong\u003e2.3.1 MICP-treated residual soil\u003c/strong\u003e\u003c/p\u003e\n\u003cp\u003e\u003cstrong\u003eFig 2 (a)\u003c/strong\u003e illustrates a simplified treatment setup for the compacted residual soil in which the chemical reagent was permeated with a hydraulic head of 2 m above the specimen. Prior to the MICP treatment, the residual soil specimen was compacted and sandwiched by gravel filter layers inside a rigid mould. The amount of bacteria solution, which equalled the gravimetric mass of added moisture content (i.e. optimum moisture content), was pre-mixed into the dried residual soil mass during the compaction to minimize possible complications caused by geometric compatibility between bacteria and soil grains. The chemical reagent was composed of 0.5 Mol/L of urea, 0.5 Mol/L of calcium chloride, and 8 g/L of soluble nutrient broth. The chemical reagent was injected into the residual soil sample by three cycles.\u0026nbsp;\u003c/p\u003e\n\u003cp\u003e\u003cstrong\u003e2.3.2 MICP-treated sand\u003c/strong\u003e\u003c/p\u003e\n\u003cp\u003eThe treatment procedure for sand was different from the residual soil as chemical reagent could easily percolate the sand specimen because of the larger pore spaces (i.e. greater void ratio). The dry-tamped sand specimen was first permeated with two pore volume (i.e. 200 ml) of bacteria solution. Chemical reagent (same concentration as that for MICP residual soil) was then injected and recirculated into the sand specimen by using a mini water pump. As illustrated in \u003cstrong\u003eFig 2 (b)\u003c/strong\u003e, the chemical reagent was permeated through the sand specimen by circulating continuously for one hour and then allowed to cure for three hours. This circulating process was repeated for three days (resulting in nine treatment cycles in total) to achieve the similar degree of treatment as that of residual soil.\u0026nbsp;\u003c/p\u003e\n\u003cp\u003e\u003cstrong\u003e2.4 Testing procedure\u003c/strong\u003e\u003c/p\u003e\n\u003cp\u003e\u003cstrong\u003e2.4.1 Triaxial testing\u003c/strong\u003e\u003c/p\u003e\n\u003cp\u003eThe triaxial apparatus was equipped with conventional mechanical measurements and an AE sensor being installed at the base, as described by Lim [33] and Tanaka et al [52]. The readings of axial load, pore-water pressure, volumetric change, and axial displacement were monitored throughout the test. More details for the AE instrumentation will be covered in our Part II paper. The saturation of soil specimens was done by using double vacuuming saturation method [31]. Then, a low back pressure of 100 kPa was maintained for the pore pressure measurement. A satisfactory degree of saturation for the tested soil specimen was obtained by ensuring that the Skempton\u0026rsquo;s \u003cem\u003eB\u003c/em\u003e value was at least 95 %.\u003c/p\u003e\n\u003cp\u003eAfter the saturation, isotropic consolidation test was carried out by manually controlling the cell pressure and drainage of pore water in stages. Soil samples were consolidated to three different stress levels, namely 40 kPa, 120 kPa, and 220 kPa. The soils were either consolidated under faster rate (e.g. UR-220-C and BR-220-C) or slower rate (e.g. UR-220-C, BR-220-C, UR-OCR5.0-C, and BR-OCR5.0-C) in order to examine the effect of loading rate towards isotropic compression behaviour simultaneously. \u003cstrong\u003eFig 3 - 4\u003c/strong\u003e depict the volumetric changes for all tested samples under the controlled consolidation rates and the information was summarized in \u003cstrong\u003eTable 3\u003c/strong\u003e below. For the residual soils being consolidated at faster rate, the consolidation process was stopped immediately after the completion of primary consolidation in a stress step. The other residual soil samples were slowly loaded by allowing longer consolidation time and smaller stress increment. All sand samples were similarly loaded at the faster rate. We will prioritize on discussing the results of residual soils that were consistently loaded under the faster rate throughout the papers (e.g. UR/BR-220-C and UR/BR-OCR5.0), while the results from other slowly-consolidated residual soil samples will be compared to examine the effect of loading rate. Finally, the consolidated samples were sheared by slowly increasing deviator stress (\u003cem\u003eq\u003c/em\u003e) below a constant stress rate of about 0.1 kPa/s for the CIUC samples and 0.05 kPa/s for the CIUE samples.\u003c/p\u003e\n\u003cp\u003e\u003cstrong\u003e2.4.2 Calcium carbonate measurement\u003c/strong\u003e\u003c/p\u003e\n\u003cp\u003eThe cementation degree was quantitatively assessed by the amount of precipitated calcium carbonate in the MICP-treated soil specimen. Gravimetric calcium carbonate content was determined by acid washing of the tested soil mass. Approximately 20 g of each sampled soil was washed with 1 Molar of hydrochloric acid for multiple times to dissolve the soil being precipitated with calcium carbonate. The mass difference between the original and the washed soil masses gave an approximate estimation of the precipitated calcium carbonate content. The calcium carbonate content (in percentage) was determined by computing the ratio of the precipitated calcium carbonate mass and the dried soil mass.\u003c/p\u003e\n\u003cp\u003e\u003cstrong\u003e2.4.3 Microscopic observations\u003c/strong\u003e\u003c/p\u003e\n\u003cp\u003eMicrostructures of tested soils were examined qualitatively by using a high-resolution scanning electron microscope (SEM) machine. The physical and structural configurations of soils could be observed, and they were useful for relating the mechanical responses of the soil as obtained from the triaxial testing.\u0026nbsp;\u003c/p\u003e"},{"header":"3. Experimental Results","content":"\u003cdiv id=\"Sec13\" class=\"Section2\"\u003e\n \u003ch2\u003e3.1 Isotropic Consolidation\u003c/h2\u003e\n \u003cdiv id=\"Sec14\" class=\"Section3\"\u003e\n \u003ch2\u003e3.1.1 Deformation behaviours under different consolidation rates\u003c/h2\u003e\n \u003cp\u003eFigure \u003cspan class=\"InternalRef\"\u003e3\u003c/span\u003e shows the relationships of isotropic stress and volumetric strain for residual soils and sands. Information for controlling the isotropic consolidation test was summarized in Table\u0026nbsp;\u003cspan class=\"InternalRef\"\u003e3\u003c/span\u003e. Among them, the primitive consolidation rate was estimated based on the total duration of consolidation and total volumetric change. Upon reaching the increments of highest stress at nearly 220 kPa, the volumetric strains for untreated residual soils like UR-220-C and UR-OCR5.0-C were 4.7% and 4.2% respectively. The similarity in magnitude of total deformation indicated that the preparation of soil samples was consistent, when both samples were subjected to a similar consolidation rate.\u003c/p\u003e\n \u003cdiv class=\"gridtable\"\u003e\u0026nbsp;\u003ctable id=\"Tab3\" border=\"1\"\u003e\n \u003ccaption language=\"En\"\u003e\n \u003cdiv class=\"CaptionNumber\"\u003eTable 3\u003c/div\u003e\n \u003cdiv class=\"CaptionContent\"\u003e\n \u003cp\u003eControl of isotropic consolidation test\u003c/p\u003e\n \u003c/div\u003e\n \u003c/caption\u003e\n \u003ccolgroup cols=\"5\"\u003e\u003c/colgroup\u003e\n \u003cthead\u003e\n \u003ctr\u003e\n \u003cth align=\"left\"\u003e\n \u003cp\u003eSpecimen\u003c/p\u003e\n \u003c/th\u003e\n \u003cth align=\"left\"\u003e\n \u003cp\u003eConsolidation\u003c/p\u003e\n \u003cp\u003eTime\u003c/p\u003e\n \u003cp\u003e(s)\u003c/p\u003e\n \u003c/th\u003e\n \u003cth align=\"left\"\u003e\n \u003cp\u003eFinal strain\u003c/p\u003e\n \u003cp\u003e\u003cem\u003e\u0026epsilon;\u003c/em\u003e\u003csub\u003e\u003cem\u003ev\u003c/em\u003e\u003c/sub\u003e\u003c/p\u003e\n \u003cp\u003e(%)\u003c/p\u003e\n \u003c/th\u003e\n \u003cth align=\"left\"\u003e\n \u003cp\u003eHighest stress\u003c/p\u003e\n \u003cp\u003e\u003cem\u003ep\u0026rsquo;\u003c/em\u003e\u003c/p\u003e\n \u003cp\u003e(kPa)\u003c/p\u003e\n \u003c/th\u003e\n \u003cth align=\"left\"\u003e\n \u003cp\u003eStress rate\u003c/p\u003e\n \u003cp\u003e\u003cem\u003e(kPa/hr)\u003c/em\u003e\u003c/p\u003e\n \u003c/th\u003e\n \u003c/tr\u003e\n \u003c/thead\u003e\n \u003ctbody\u003e\n \u003ctr\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e\u003cspan type=\"Underline\" class=\"Underline\" name=\"Emphasis\"\u003eSand\u003c/span\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\u0026nbsp;\u003c/td\u003e\n \u003ctd align=\"left\"\u003e\u0026nbsp;\u003c/td\u003e\n \u003ctd align=\"left\"\u003e\u0026nbsp;\u003c/td\u003e\n \u003ctd align=\"left\"\u003e\u0026nbsp;\u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003eUS-120-C\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e1070\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e0.4\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e116\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e390\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003eUS-220-C\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e2165\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e1.3\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e222\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e369\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e\u003cspan type=\"Underline\" class=\"Underline\" name=\"Emphasis\"\u003eMICP Sand\u003c/span\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\u0026nbsp;\u003c/td\u003e\n \u003ctd align=\"left\"\u003e\u0026nbsp;\u003c/td\u003e\n \u003ctd align=\"left\"\u003e\u0026nbsp;\u003c/td\u003e\n \u003ctd align=\"left\"\u003e\u0026nbsp;\u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003eBS-120-C\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e1400\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e0.9\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e119\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e306\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003eBS-220-C\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e2125\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e1.1\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e218\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e369\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e\u003cspan type=\"Underline\" class=\"Underline\" name=\"Emphasis\"\u003eResidual soil\u003c/span\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\u0026nbsp;\u003c/td\u003e\n \u003ctd align=\"left\"\u003e\u0026nbsp;\u003c/td\u003e\n \u003ctd align=\"left\"\u003e\u0026nbsp;\u003c/td\u003e\n \u003ctd align=\"left\"\u003e\u0026nbsp;\u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003eUR-120-C\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e4045\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e2.4\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e117\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e104\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003eUR-220-C\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e2325\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e4.7\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e221\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e342\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003eUR-120-E\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e5315\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e1.5\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e117\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e79\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003eUR-220-E\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e9145\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e2.9\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e219\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e86\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003eUR-OCR5.0-C\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e3310\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e4.0\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e219\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e238\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e\u003cspan type=\"Underline\" class=\"Underline\" name=\"Emphasis\"\u003eMICP residual soil\u003c/span\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\u0026nbsp;\u003c/td\u003e\n \u003ctd align=\"left\"\u003e\u0026nbsp;\u003c/td\u003e\n \u003ctd align=\"left\"\u003e\u0026nbsp;\u003c/td\u003e\n \u003ctd align=\"left\"\u003e\u0026nbsp;\u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003eBR-120-C\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e5820\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e1.6\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e117\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e72\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003eBR-220-C\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e2335\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e1.6\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e220\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e339\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003eBR-120-E\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e1960\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e1.0\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e120\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e220\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003eBR-220-E\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e6035\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e3.2\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e219\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e131\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003eBR-OCR5.0-C\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e2560\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e2.0\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e216\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e304\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003c/tbody\u003e\n \u003ctfoot\u003e\n \u003ctr\u003e\n \u003ctd colspan=\"5\"\u003e\u003cem\u003eNote: The stress rate was estimated by dividing the highest effective pressure from total consolidation time\u003c/em\u003e\u003c/td\u003e\n \u003c/tr\u003e\n \u003c/tfoot\u003e\n \u003c/table\u003e\n \u003c/div\u003e\n \u003cp\u003eIt is noted from Fig. \u003cspan class=\"InternalRef\"\u003e3\u003c/span\u003e that the deformation of MICP-treated residual soils (such as BR-220-C and BR-OCR5.0-C) was about 2\u0026ndash;3 times smaller than those of untreated residual soils. The BR-220-C constituted a calcium carbonate content of nearly 2.7% which was higher than that of BR-OCR5.0-C (1.2%), therefore it was reasonable to observe a stiffer response in the BR-220-C sample. However, the BR-220-E sample somewhat deformed more than its untreated counterpart. This could be caused by either the difference in consolidation rates or less significant improvement in the BR-220-E sample, and therefore the effect of consolidation rate will be examined subsequently.\u003c/p\u003e\n \u003cp\u003eFrom the same plots, we observed that higher consolidation rate could induce greater degree of volumetric deformation in the untreated residual soils. On the other hands, a higher consolidation rate was associated with lower magnitude of deformation in the MICP-treated residual soils. Figure \u003cspan class=\"InternalRef\"\u003e3\u003c/span\u003e \u003cstrong\u003e(a)\u003c/strong\u003e shows that the final volumetric strain for UR-C-220 sample was the highest (i.e. 4.6%) as it was loaded at the fastest rate, whereas the UR-220-E sample manifested the least deformation change (i.e. 2.9%) under the slowest rate of consolidation. For the bio-treated residual soil samples, the final volumetric strain for BR-220-C was smaller than that of BR-220-E by a difference of nearly 1.6%, when the consolidation rate of the former was much lower than that of BR-220-C. Similar trend was also observed in the comparison of the BR-120-C and BR-120-E samples, and in between any other pairs of the bio-treated residual soil.\u003c/p\u003e\n \u003cp\u003eBased on the above observations, we confirmed that the isotropic compression behaviours for tested residual soils were influenced by the rate of consolidation, which was controlled by two components: (1) change of deformation immediately after the stress increase and (2) continuous deformation under a sustained load. To better understand the underlying reason, we compared the rate of stress increase against the rate of abrupt volumetric change between the untreated and bio-treated residual soils (refer Fig. \u003cspan class=\"InternalRef\"\u003e4\u003c/span\u003e). This graph was plotted by selecting the samples being consolidated to 220 kPa (e.g. 220-C, 220-E, and OC residual soils) and only the consolidation steps above 100 kPa were adopted, since there were noticeable deformation changes. It was apparent from the graph that the rate of strain increased with the stress-rate. By formulating best-fitted lines, we could observe that the gradient of fitted line for untreated residual soil was 15 times greater than that of the MICP-treated residual soils. This finding clearly indicated the movement of soil particles in MICP-treated residual soil was constricted, comparing to the nontreated residual soil. It was also found that the data from untreated residual soils fitted better than those from bio-treated residual soils, in view of the greater value in coefficient of determination. This difference could probably be caused by the less uniformity of cementation and hence the deformation varied differently with respect to a stress change.\u003c/p\u003e\n \u003cp\u003eThrough the above analysis and Fig. \u003cspan class=\"InternalRef\"\u003e3\u003c/span\u003e, we knew that the difference of deformation behaviours under different consolidation rates were mainly caused by the deformation change resulting from initial stress increase, rather than the continuous deformation change under a sustained consolidation stress. It should be noted that the significant difference of deformation change was only found in bio-treated soils such as BR-220-C and BR-OCR5.0-C, but not from the BR-220-E. It appeared that the BR-220-E manifested similar rate of deformation change as to UR-220-E sample, when both of them were consolidated with smaller stress rate increase. In this respect, the deformation behaviours for BR-220-E sample were not improved as considerable as the other bio-treated residual soils. Despite that, we could still observe the trait of MICP effect on the fabric bonding of bio-treated residual soil and it was distinguishable from the untreated soil in respect of the anisotropic deformation behaviour, to be discussed later.\u003c/p\u003e\n \u003cp\u003eNumerous researchers have investigated the strain-rate effect as the soil was subjected to continuous deviatoric stress [5, 64, 75], while the influence on the long-term settlement of consolidation for clay was also investigated [62]. It is well known that the behaviour of fine-grained soil was dependant on the strain-rate effect [5], but such influence was usually found minimal in the coarse-grained soil like sand [64]. The stiffness and shear strength of clayey soil increased with the strain rate, but the strain-rate effect was found negligible in the tested coral sand [28]. As the present residual soil contained nearly 30% of fines and coarser soil particles, the deformation behaviour could be ranging between sandy and clayey soils. Hence, it may be useful to comprehend the behaviours of the more established materials like clay and sand, subjecting to different rates of straining under comparable testing and drainage conditions.\u003c/p\u003e\n \u003cp\u003eWhitman [64] reported that the shear strength of a saturated sand increased marginally with the strain rate. This strain-rate effect was attributed to the difference of pore-water pressure\u0026rsquo;s changes in responding to slow and fast loading rates, such that higher strain rate induced lower degree of pore-water pressure. Similarly, the behaviour of fine-grained soils associated with strain-rate effect was affected by the rate of pore-water pressure change and drainage condition [44]. Besides that, Watabe et al [62] found the Osaka Bay clay behaved stiffer under higher strain rate in the constant rate of straining (CRS) consolidation test. Under a same consolidation pressure, the sample being consolidated with slower rate showed lower change in plastic deformation.\u003c/p\u003e\n \u003cp\u003eThe above reviewing suggested that the significance of strain-rate effect depended on the soil type and behaviour relating to the change of pore-water pressure. The change of pore-water pressure was arguably related to the pore structure of soil, such as the pore throat\u0026rsquo;s size and interconnectivity. Since the strain-rate effect was related to the change of pore-water pressure as noted from the above-mentioned studies, difference in microstructural formation of pore throats (between original and bio-treated soils) may explain their notable difference in isotropic deformation behaviours. The present results clearly showed that the untreated residual soil behaved similar to the consolidating clay, but the bio-treated residual soil behaved differently. After the bio-treatment, the average size of pore throat in residual soil could be reduced through clogging effect [63] and the adjacent soil particles could be interconnected by the enhanced cementation [14, 34]. It is believed that the interconnectivity between pores were reduced concurrently with the pore volume, resulting in lower tendency of pore-water pressure dissipation [4]. A denser soil structure would also produce lower degree of excess pore-water pressure and greater cyclic shear resistance, as subjected to a dynamic loading [66]. Analogously, bio-clogging effect preserved in the MICP-treated residual soil and lower tendency of pore-water pressure was generated upon the isotropic compression. Hence, lower compressive strain could be obtained immediately after the dissipation of pore water. However, it is still not clear on why a lower level of loading rate induced a greater magnitude of soil deformation at a same stress level. More tests shall be carried out to validate the current observations and anticipation, especially by keeping at consistent consolidation rate.\u003c/p\u003e\n \u003cp\u003eAs shown in the Fig. \u003cspan class=\"InternalRef\"\u003e3\u003c/span\u003e \u003cstrong\u003e(c) \u0026ndash; (d)\u003c/strong\u003e, the MICP treatment was found insignificant for the sands because the magnitudes of deformation were almost the same in US-220-C and BS-220-C. It was also noted that the final volumetric strain of BS-120-C was somewhat higher than that of US-120-C by a margin of about 0.5%. It is worth noting that the volumetric strain of BS-120-C was still greater than that of BS-220-C when they were consolidated to 120 kPa. It is not sure whether this sample was affected by the localized weakening effect due to the flow of treatment solution. If the seepage rate of treatment solution was relatively high, the contact of soil particles in dry-tamped sand could be mobilized. More experiments shall be conducted to investigate this discrepant finding and the effect of consolidation rate towards the bio-treated sand. The final strain level of (MICP) sands were nearly 2\u0026ndash;3 times lower than that of (MICP) residual soils. This finding clearly illustrated that the (MICP) residual soil was structurally more compressible than the (MICP) sand, on account of their difference in grain size distribution, volume of voids, and presence of fines content in the residual soil.\u003c/p\u003e\n \u003c/div\u003e\n \u003cdiv id=\"Sec15\" class=\"Section3\"\u003e\n \u003ch2\u003e3.1.2 Changes of void ratio\u003c/h2\u003e\n \u003cp\u003eFigures \u003cspan class=\"InternalRef\"\u003e5\u003c/span\u003e \u003cstrong\u003e(a) - (b)\u003c/strong\u003e show the isotropic compression curves of the MICP-treated residual soils and sands, respectively. The void ratios of the MICP-treated specimens were consistently lower than their untreated counterpart. It was anticipated that the calcium carbonate densification has contributed to this change in void ratio. It was also found that the MICP-treated sands showed more consistent initial void ratios than the MICP-treated residual soils. The lower and somewhat inconsistent initial void ratios for the MICP-treated residual soil specimens suggested that the formations of calcium carbonate in the residual soil were also less uniform as compared to that of sand.\u003c/p\u003e\n \u003cp\u003eBoth untreated and MICP-treated residual soils showed a compression curve with an apparent maximum curvature point when they were consolidated beyond 40 kPa. The untreated and MICP-treated soils also exhibited some yielding behaviour under an isotropic compression, and hence Casagrande\u0026rsquo;s method [54] could be used to determine the yield stress for each specimen. Table \u003cspan class=\"InternalRef\"\u003e4\u003c/span\u003e summarizes the yield stress and compression index of the (MICP-treated) residual soils and sands. These parameters were determined for the specimens that were consolidated to 220 kPa only, because it was expected that these samples should have reached the normally consolidated (NC) state at the high consolidation stress of 220 kPa. The compression index (\u003cem\u003eC\u003c/em\u003e\u003csub\u003e\u003cem\u003ec\u003c/em\u003e\u003c/sub\u003e) was determined for these specimens at the highest consolidation stress range. The average increase in isotropic yield stress of the MICP-treated residual soil was about 15 kPa. The compression index reduced from an average of 0.16 (ranging from 0.15 to 0.17) to an average of 0.08 (ranging from 0.04 to 0.11) for untreated and MICP-treated residual soils, respectively. As for the sands, the isotropic yield stresses and compression indexes of the MICP-treated and untreated specimens were nearly the same. These results justified the earlier observation that MICP treatment has negligible effect on the compressibility behaviour of the tested sand.\u003c/p\u003e\n \u003cdiv class=\"gridtable\"\u003e\u0026nbsp;\u003ctable id=\"Tab4\" border=\"1\"\u003e\n \u003ccaption language=\"En\"\u003e\n \u003cdiv class=\"CaptionNumber\"\u003eTable 4\u003c/div\u003e\n \u003cdiv class=\"CaptionContent\"\u003e\n \u003cp\u003eIsotropic consolidation properties of the tested soils\u003c/p\u003e\n \u003c/div\u003e\n \u003c/caption\u003e\n \u003ccolgroup cols=\"5\"\u003e\u003c/colgroup\u003e\n \u003cthead\u003e\n \u003ctr\u003e\n \u003cth align=\"left\"\u003e\n \u003cp\u003eSoil specimen\u003c/p\u003e\n \u003c/th\u003e\n \u003cth align=\"left\"\u003e\n \u003cp\u003eIsotropic yield stress\u003c/p\u003e\n \u003cp\u003e\u003cem\u003ep\u0026rsquo;\u003c/em\u003e\u003csub\u003e\u003cem\u003ey\u003c/em\u003e\u003c/sub\u003e (kPa)\u003c/p\u003e\n \u003c/th\u003e\n \u003cth align=\"left\"\u003e\n \u003cp\u003eCompression index\u003c/p\u003e\n \u003cp\u003e\u003cem\u003eC\u003c/em\u003e\u003csub\u003e\u003cem\u003ec\u003c/em\u003e\u003c/sub\u003e\u003c/p\u003e\n \u003c/th\u003e\n \u003cth align=\"left\"\u003e\n \u003cp\u003eSwelling index\u003c/p\u003e\n \u003cp\u003e\u003cem\u003eC\u003c/em\u003e\u003csub\u003e\u003cem\u003es\u003c/em\u003e\u003c/sub\u003e\u003c/p\u003e\n \u003c/th\u003e\n \u003cth align=\"left\"\u003e\n \u003cp\u003eNet\u003c/p\u003e\n \u003cp\u003ecalcium carbonate content\u003c/p\u003e\n \u003cp\u003e(%)\u003c/p\u003e\n \u003c/th\u003e\n \u003c/tr\u003e\n \u003c/thead\u003e\n \u003ctbody\u003e\n \u003ctr\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e\u003cspan type=\"Underline\" class=\"Underline\" name=\"Emphasis\"\u003eSand\u003c/span\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\u0026nbsp;\u003c/td\u003e\n \u003ctd align=\"left\"\u003e\u0026nbsp;\u003c/td\u003e\n \u003ctd align=\"left\"\u003e\u0026nbsp;\u003c/td\u003e\n \u003ctd align=\"left\"\u003e\u0026nbsp;\u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003eUS-220-C\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e120\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e0.062\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e-\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003eNil\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e\u003cspan type=\"Underline\" class=\"Underline\" name=\"Emphasis\"\u003eMICP Sand\u003c/span\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\u0026nbsp;\u003c/td\u003e\n \u003ctd align=\"left\"\u003e\u0026nbsp;\u003c/td\u003e\n \u003ctd align=\"left\"\u003e\u0026nbsp;\u003c/td\u003e\n \u003ctd align=\"left\"\u003e\u0026nbsp;\u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003eBS-220-C\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e120\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e0.059\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e-\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e3.6\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e\u003cspan type=\"Underline\" class=\"Underline\" name=\"Emphasis\"\u003eResidual soil\u003c/span\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\u0026nbsp;\u003c/td\u003e\n \u003ctd align=\"left\"\u003e\u0026nbsp;\u003c/td\u003e\n \u003ctd align=\"left\"\u003e\u0026nbsp;\u003c/td\u003e\n \u003ctd align=\"left\"\u003e\u0026nbsp;\u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003eUR-220-C\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e80\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e0.149\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e-\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003eNil\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003eUR-220-E\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e90\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e0.172\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e-\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003eNil\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003eUR-OCR5.0-C\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e85\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e0.150\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e0.008\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003eNil\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e\u003cspan type=\"Underline\" class=\"Underline\" name=\"Emphasis\"\u003eMICP residual soil\u003c/span\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\u0026nbsp;\u003c/td\u003e\n \u003ctd align=\"left\"\u003e\u0026nbsp;\u003c/td\u003e\n \u003ctd align=\"left\"\u003e\u0026nbsp;\u003c/td\u003e\n \u003ctd align=\"left\"\u003e\u0026nbsp;\u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003eBR-220-C\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e100\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e0.042\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e-\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e2.7\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003eBR-220-E\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e100\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e0.112\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e-\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e1.8\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003eBR-OCR5.0-C\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e100\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e0.080\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e0.014\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e1.2\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003c/tbody\u003e\n \u003ctfoot\u003e\n \u003ctr\u003e\n \u003ctd colspan=\"5\"\u003eNote: The consolidation properties were only determined from the soil specimens which were consolidated to 220 kPa and experienced normal consolidation state.\u003c/td\u003e\n \u003c/tr\u003e\n \u003c/tfoot\u003e\n \u003c/table\u003e\n \u003c/div\u003e\n \u003cp\u003eThe MICP effects on the yield stress and the compressibility of soil can be associated with the increase in the inter-particle resistance by the cementation of calcium carbonate, which could be attributed to the calcium carbonate bridging at particle-to-particle contact or binding between adhered calcium carbonate crystals on the soil grains [12, 14]. The behaviour of bio-cemented residual soil was perhaps analogous to those of natural bonded clays [55] and artificial cemented soils [47]. Cemented soil usually experienced de-bonding of soil grains at the onset of first yielding of soil [35, 47, 48]. The strength of bonding and bridging was most likely influenced by the level of calcium carbonate concentration; specifically speaking, the size of calcium carbonate formation relative to the particle size and distribution of soil. After the breakage of calcium carbonate bonding, clogging of precipitation within the pore space continually contributed to the increased resistance against the isotropic compression, and hence resulted in a lower compressibility at higher stress range. Numerous researchers [4, 7, 14, 36] suggested that after the breakage of calcium carbonate bonding, the fractured calcium carbonates could still provide stiffness to the soil structure through calcium carbonate densification mechanism. Despite the concentration of calcium carbonate was less than 5.0% in the present study, these cementation and densification effects were obvious in residual soils, but not in the sands which composed of higher pore size as compared to the residual soil.\u003c/p\u003e\n \u003cp\u003eThe above results showed an apparent effect of MICP in residual soil under an isotropic compression, but still there remained a question of the long-lasting MICP effect upon subjecting the residual soil to an excessive compressive stress. To examine this problem, two tests, i.e. BR-OCR5.0-C and UR-OCR5.0-C were hence performed by subjecting the untreated and MICP-treated residual soil to 220 kPa and then unloaded them to a state with an overconsolidation ratio of five. The results in Table \u003cspan class=\"InternalRef\"\u003e4\u003c/span\u003e show that the swelling index of the BR-OCR5.0-C specimen (i.e. 0.014) was greater than that of the UR-OCR5.0-C specimen (i.e. 0.008). Therefore, the MICP effect was sustainable and elastic upon rebounding, as subjected to a high compression stress of 220 kPa. AE measurement had been used to examine the microstructural changes such as the changes in the bonding/ bridging of MICP soils during isotropic compression as well as during undrained shearing. More results pertaining to the nature and responses of bonding under various stresses will be presented in our Part II paper.\u003c/p\u003e\n \u003c/div\u003e\n \u003cdiv id=\"Sec16\" class=\"Section3\"\u003e\n \u003ch2\u003e3.1.3 Isotropic and anisotropic deformation behaviour of soils\u003c/h2\u003e\n \u003cp\u003eFigure \u003cspan class=\"InternalRef\"\u003e6\u003c/span\u003e depicts the relationships of isotropic consolidation stress and strains for untreated and MICP-treated residual soils. It was observed that the changes of radial strain against the axial strain were different between the untreated and MICP-treated residual soils. For the UR-220-C and UR-OCR5.0-C samples, the magnitude of radial strain was greater than the axial strain while both strain components were quite similar to each other in the UR-220-E sample. The difference between radial and axial strains decreased in the BR-OCR5.0-C sample after the MICP treatment, as the radial strain was gradually becoming smaller than the axial strain for the BR-220-C and BR-220-E samples. These comparisons clearly showed that the radial movement of residual soil particles reduced and restricted after the bio-treatment.\u003c/p\u003e\n \u003cp\u003eTo exemplify the observed phenomenon, we introduced a term called strain ratio (i.e. \u003cem\u003e\u0026epsilon;\u003c/em\u003e\u003csub\u003e\u003cem\u003er\u003c/em\u003e\u003c/sub\u003e/\u003cem\u003e\u0026epsilon;\u003c/em\u003e\u003csub\u003e\u003cem\u003ea\u003c/em\u003e\u003c/sub\u003e) as plotted at the bottom side of same figures. Except the UR-220-E sample, all the other untreated residual soils showed higher strain ratio (about 2.0\u0026ndash;3.0) than those of bio-treated residual soils in which the strain ratio was nearly unity, which resembled isotropic deformation behaviour. Despite of having a lower consolidation rate in both extension samples (UR-220-E and BR-220-E), the MICP effect was still observable in the BR-220-E sample because the strain ratio for the untreated residual soil sample reached unity and was greater than that of MICP-treated sample (strain ratio\u0026thinsp;\u0026asymp;\u0026thinsp;0.8). The BR-220-E sample somewhat preserved stronger radial resistance, in view of the lower strain ratio as compared to the BR-OCR5.0-C sample at higher stress level (\u0026gt;\u0026thinsp;100 kPa). This was probably because of the higher degree of cementation in BR-220-E (1.8%) than that of BR-OCR5.0-C sample (1.2%), and therefore the MICP effect being amplified.\u003c/p\u003e\n \u003cp\u003eThe anisotropic deformation behaviour was again observed during the isotropic unloading stage, in which the untreated soil (UR-OCR5.0-C) showed a strain ratio as high as three whereas the bio-treated counterpart was nearly one. Under swelling, the BR-OCR5.0-C released nearly 70% of the total strain in the final compression step (160\u0026ndash;220 kPa), whereas the untreated OC soil only released about 30% of the total strain. In other words, during the isotropic unloading, the MICP-treated residual soil recovered more strain energy, and hence the bio-treated residual soil deformed elastically. However, the untreated soil could only release a small amount of strain energy because substantial portion of the isotropic compression was of plastic nature and irrecoverable. When the MICP-treated specimen was isotropically unloaded, the soil particles tended to move radially, and the soil skeleton resulted in a state with a much larger void ratio (looser) as compared to the untreated soil (UR-OCR5.0-C). It is worth mentioning that the final void ratio of the BR-OCR5.0-C specimen (\u003cem\u003ee\u003c/em\u003e\u0026thinsp;=\u0026thinsp;0.583) was higher than the UR-OCR5.0-C specimen (\u003cem\u003ee\u003c/em\u003e\u0026thinsp;=\u0026thinsp;0.571) despite a higher extent of stress relaxation was applied in the untreated residual soil. This microstructural effect of looser state of compaction will be seen in the strength loss (lower undrained shear strength) during the triaxial compression test as shown later.\u003c/p\u003e\n \u003cp\u003eAbove findings confirmed that the untreated and MICP-treated residual soils manifested different anisotropic deformation behaviours. The original residual soil was characterized with a weaker lateral structural resistance. There was a tendency for the bio-treated residual soil deforming in isotropic manner and the radial resistance (stiffness) was improved considerably because of the enhanced cementation restraining the lateral soil movement. Kuwano [27] reported that the radial stiffness of loosely deposited Ham River (HR) sand was much lower than its dense counterpart during the isotropic compression test. The anisotropic compression behaviour of residual soil resembled that of the loosely deposited HR sand although initially compacted to a relatively dense state. The MICP-treated residual soil exhibited a more isotropic compression behaviour, resembling the dense HR sand\u0026rsquo;s behaviour. This resembled deformation behaviour was understood to be attributed from the densifying effect of soil bio-mediation [52].\u003c/p\u003e\n \u003cp\u003eApart from the residual soils, Fig. \u003cspan class=\"InternalRef\"\u003e7\u003c/span\u003e compares the change of strains for US-220-C and BS-220-C. Unlike the residual soils, the total deformation of sands was much smaller and there was no sign showing the increase of radial resistance in the bio-treated sands. Instead, both types of sands deformed more or less isotropic despite the BS-220-C sample somewhat showed slightly higher strain ratio than the untreated counterpart. This observation suggested that the bio-treated sand may behave more like a \u0026ldquo;dense\u0026rdquo; soil comparing to the untreated sand.\u003c/p\u003e\n \u003c/div\u003e\n\u003c/div\u003e\n\u003cdiv id=\"Sec17\" class=\"Section2\"\u003e\n \u003ch2\u003e3.2 MICP Effect towards Undrained Shearing Behaviour\u003c/h2\u003e\n \u003cp\u003eThis section describes the influence of MICP on the mechanical behaviours of tested soils when subjected to undrained shearing. The influence relating to the difference of consolidation rates will also be highlighted in the following discussion.\u003c/p\u003e\n \u003cdiv id=\"Sec18\" class=\"Section3\"\u003e\n \u003ch2\u003e3.2.1 MICP-treated residual soils\u003c/h2\u003e\n \u003cp\u003eFigures \u003cspan class=\"InternalRef\"\u003e8\u003c/span\u003e \u003cstrong\u003e(a) - (c)\u003c/strong\u003e compare the stress-strain responses of the untreated and MICP-treated residual soils under undrained compression, with initial consolidation pressures of 40, 120, and 220 kPa respectively. The increase of undrained shear strength was observed in all the MICP-treated specimens, including those have been consolidated above the isotropic yield stress (i.e. 100 kPa). Both the untreated and MICP-treated residual soil specimens showed similar degree of initial stiffnesses at their full-strain range. With increasing strain amplitude, the MICP residual soils yielded at higher stress levels as compared to the untreated counterparts. Since the rates of consolidation for UR-120-C and BR-120-C samples were both slower than UR/BR-220-C, it was anticipated that the difference of undrained shear strength could be lower than that of currently obtained. The UR-120-C would experience greater extent of compression than the BR-120-C, and hence the undrained shear strength could probably be higher. Being one of the limitations in conventional triaxial test, a precise determination of yield point from the stress-strain curve was difficult because of the progressive changes of the deformation behaviour at different strain ranges. To investigate the yielding behaviours of soil, an acoustic emission measurement was used during the test and related findings will be presented in our companion paper (Part II).\u003c/p\u003e\n \u003cp\u003eAlthough all the MICP-treated specimens showed higher undrained shear strengths than their untreated counterparts in the CIUC tests as noted above, less improvements in ultimate shear strengths were observed as the consolidation pressure increased from 120 kPa to 220 kPa. With the increase in consolidation pressure, the difference in positive pore-water pressure build-up between the untreated and MICP-treated residual soils became smaller, and likewise their difference in ultimate shear strength. However, a marginal ultimate strength increase could still be observed in the BR-220-C specimen. This indicated that densification effect still existed in the MICP-treated soil structure, albeit the soil had been subjected to large isotropic stress. This was probably contributed by the confinement effect on soil particles [68] and restraint of large particle movement. With increasing consolidation pressure, the skeleton of (MICP-treated) residual soils degraded progressively and resulted in the increase in excess pore-water pressure (the highest increase was nearly 150 kPa). The tendency of pore-water pressure increase was probably caused by the continuous fragmentation of calcium carbonate clusters within the pore space as the compression strains increased [14, 34].\u003c/p\u003e\n \u003cp\u003eSix sets of triaxial extension tests were performed to examine the anisotropic structure of MICP-treated residual soil, and their results were presented in Figs. \u003cspan class=\"InternalRef\"\u003e9\u003c/span\u003e \u003cstrong\u003e(a) - (c)\u003c/strong\u003e for the specimens consolidated to 40kPa, 120kPa, and 220kPa, respectively. It was apparent that the strength improvement of the MICP-treated residual soil under the triaxial extension test was only found in the soil sample, which was consolidated to 40 kPa. Dilation effect was also observed in the BR-40-E specimen in view of the decrease in excess pore-water pressure. For the specimens consolidated above the isotropic yield stress of about 100 kPa, the mechanical and pore-water pressure responses of the MICP-treated residual soils closely resembled those of the untreated residual soils.\u003c/p\u003e\n \u003cp\u003eIt was also noted, by comparing Figs. \u003cspan class=\"InternalRef\"\u003e8\u003c/span\u003e and \u003cspan class=\"InternalRef\"\u003e9\u003c/span\u003e, that the extension strengths of the MICP-treated residual soils were about 52% lower than their compressive strengths. At certain point, this finding could justify the previous anisotropic compression behaviours for untreated and bio-treated residual soils. This was because large portion of enhanced cementation was formed in the lateral direction of soil sample and the resistance against vertical pulling action was significantly smaller than that of triaxial compression. In the later case, it was anticipated that the enhanced cementation could furnish sufficient confinement onto the major force chain of soil structure for resisting axial compression.\u003c/p\u003e\n \u003cp\u003eFigure \u003cspan class=\"InternalRef\"\u003e10\u003c/span\u003e \u003cstrong\u003e(a) - (b)\u003c/strong\u003e compare the differences of UR-OCR5.0-C and BR-OCR5.0-C over the full strain range, by examining the changes of stress-strain and pore-water pressure behaviour. It can be seen from Fig. \u003cspan class=\"InternalRef\"\u003e10\u003c/span\u003e \u003cstrong\u003e(a)\u003c/strong\u003e that the ultimate undrained shear strength of the BR-OCR5.0-C specimen was lower than the UR-OCR5.0-C specimen because of the higher void ratio in the MICP-treated OC soil, after it had been subjected to an isotropic unloading as noted earlier. At the smaller strain range, the MICP-treated OC residual soil showed greater initial stiffness (i.e. steeper gradients of elastic lines) than the untreated OC residual soil. This was possibly caused by the preserved elasticity that was discovered in the isotropic unloading as discussed in the Section \u003cspan class=\"InternalRef\"\u003e3.1.2\u003c/span\u003e. It was also apparent that the stress-strain behaviours of the untreated and MICP-treated OC residual soils began to show opposing trends upon reaching an axial strain amplitude of about 0.1\u0026ndash;0.2%.\u003c/p\u003e\n \u003c/div\u003e\n \u003cdiv id=\"Sec19\" class=\"Section3\"\u003e\n \u003ch2\u003e3.2.2 MICP-treated sands\u003c/h2\u003e\n \u003cp\u003eFigures \u003cspan class=\"InternalRef\"\u003e11\u003c/span\u003e \u003cstrong\u003e(a) - (c)\u003c/strong\u003e show the stress-strain and pore-water pressure responses for (MICP) sand specimens. Strain hardening behaviour was clearly observed in all the sand specimens. Dilation behaviour was also apparent for both the untreated and MICP-treated sands, especially when the specimen was consolidated to a pressure of 40 kPa as the excess pore-water pressures decreased with the increase of axial strain. At the consolidation pressure of 120 kPa, the untreated sand exhibited a greater deviator stress increase and the MICP-treated sand showed less dilatant behaviour. The difference in dilation behaviour between the untreated and MICP-treated sands was minimized with nearly the same positive pore-water pressure increase, upon the stress level of 220 kPa. From these results, it could be concluded that the effect of MICP treatment was not significant in the sand as compared to the tested residual soils. This could probably be caused by the relatively high initial density [8, 10] and fairly low calcium carbonate level (i.e. 3.6% \u0026minus;\u0026thinsp;3.8%) in the sand. To be specific, Chou et al [10] observed almost no improvement in shear strength comparing to the original sand, which was prepared to dense state (\u003cem\u003eD\u003c/em\u003e\u003csub\u003e\u003cem\u003er\u003c/em\u003e\u003c/sub\u003e = 85%) and sheared under a normal stress level of 31 kPa.\u003c/p\u003e\n \u003c/div\u003e\n \u003cdiv id=\"Sec20\" class=\"Section3\"\u003e\n \u003ch2\u003e3.2.3 Effective stress paths\u003c/h2\u003e\n \u003cp\u003eFigures \u003cspan class=\"InternalRef\"\u003e12\u003c/span\u003e \u003cstrong\u003e(a) - (b)\u003c/strong\u003e compare the effective stress paths for (untreated and MICP) residual soils and sands, respectively. The residual soils being consolidated to higher consolidation pressures (i.e. 120 kPa and 220 kPa) tended to trace down to the left of effective stress paths and exhibited plastic deformation behaviour. At the consolidation pressure of 40 kPa, both untreated and MICP-treated residual soils and sands appeared to manifest structural behaviour inherited from the initial compaction/ tamping. Atkinson and Bransby [2] noted that the effective stress paths of over-consolidated soils tended to move vertically upward to indicate an elastic behaviour before yielding. It was thought that the effect of preparing the specimens into a relatively dense compaction state has preserved some elastic structural resistance. Once the soils were consolidated to 120 kPa and 220 kPa, the MICP-treated residual soils started to yield from the start of undrained shearing. It was also noted from Fig. \u003cspan class=\"InternalRef\"\u003e12\u003c/span\u003e \u003cstrong\u003e(a)\u003c/strong\u003e that the effect of bio-mediation was less significant during the triaxial extension test, as the effective stress paths of bio-treated soils resembled those of untreated soils. From the same stress paths, the mean effective stress of CIUE samples decreased faster than those of the CIUC samples. This was probably ensued from the greater effect of side contraction in triaxial extension sample [53]. On the other sides, a significant difference of stress change between untreated and bio-treated residual soils were distinguished in the triaxial compression. With presence of fines content of 15%, it was also observed that the bio-treated sand became stiffer in undrained simple shear test and exhibited lower pore-water pressure generation [72]. All the tested sands exhibited strain hardening throughout the undrained compression test and progress towards an asymptote of a constant stress ratio, under different levels of consolidation pressures.\u003c/p\u003e\n \u003cp\u003eFigure \u003cspan class=\"InternalRef\"\u003e13\u003c/span\u003e compares the effective stress paths of the over-consolidated residual soil specimens (UR-OCR5.0-C and BR-OCR5.0-C) and normally-consolidated residual soils being consolidated to 40 kPa (UR-40-C and BR-40-C). The OCR effect was pronounced in residual soil and the difference of deformation behaviours between untreated and bio-treated OC soils was distinctive. Without subjecting to over-consolidation, the MICP-treated residual soils (BR-40-C) yielded at a higher stress level than its untreated counterpart (UR-40-C), mainly because of the bonding effect. However, after subjecting to over-consolidation, an opposing trend was observed in which the untreated residual soil (UR-OCR5.0-C) showed higher yield stress than its MICP-treated counterpart (BR-OCR5.0-C), although both soils have a similar \u003cem\u003eq/p\u0026rsquo;\u003c/em\u003e stress ratio before yielding. These findings implied that the isotropic loading-to-unloading process was capable to impose a pronounced plastic compression onto the untreated residual soil. The same plastic compression was preserved as an elastic structural resistance for the MICP-treated soils and eventually resulted in a much higher void ratio before the undrained shearing, as discussed previously in the Section \u003cspan class=\"InternalRef\"\u003e3.1.2\u003c/span\u003e.\u003c/p\u003e\n \u003c/div\u003e\n\u003c/div\u003e\n\u003cdiv id=\"Sec21\" class=\"Section2\"\u003e\n \u003ch2\u003e3.3 Microstructure of Soil\u003c/h2\u003e\n \u003cdiv id=\"Sec22\" class=\"Section3\"\u003e\n \u003ch2\u003e3.3.1 Residual soil\u003c/h2\u003e\n \u003cp\u003eThis section discusses the results of SEM test, and the microscopic configuration of soil particles was presented in \u003cstrong\u003eFigs.\u0026nbsp;14\u0026ndash;16\u003c/strong\u003e accordingly. The results of SEM were used as an ancillary for the laboratory observations as obtained from the triaxial test.\u003c/p\u003e\n \u003cp\u003e\u003cstrong\u003eFigures\u0026nbsp;14 (a) - (b)\u003c/strong\u003e illustrate the morphology of the fine-grained particles (passing sieve size of 63 \u0026micro;m) sampled from the residual soil, and \u003cstrong\u003eFigs.\u0026nbsp;16 (c) \u0026ndash; (d)\u003c/strong\u003e show the morphology of pure calcium carbonate powder as collected from the effluent of treatment solution. The microscopic observation on individual materials (such as fines and calcium carbonate powder) may facilitate interpretation of the more complicated MICP-treated residual soil. From the arrangement of residual soil grains, silt and clay-sized particles were found to be distributing randomly over the area. The images also show that the agglomerated calcium carbonate appeared to be formed by numerous block-like calcium carbonate crystals and seemed like the texture of calcite [50].\u003c/p\u003e\n \u003cp\u003e\u003cstrong\u003eFigure\u0026nbsp;15 (a)\u003c/strong\u003e shows that the original residual soil contained a wide range of particle\u0026rsquo;s sizes which were more or less of sub-angular shape. From \u003cstrong\u003eFigs.\u0026nbsp;15 (b) \u0026ndash; (c)\u003c/strong\u003e, agglomerations of fines were found to be adhering on the surface of the coarser soil grains. The presence of fine-grained, which was formed in sheeted structure (\u003cstrong\u003eFig.\u0026nbsp;14 - c\u003c/strong\u003e), would hinder the direct formation of calcium carbonate bonding at two adjacent soil particles [49] and therefore could affect the effectiveness of calcium carbonate bonding and overall shear resistance. The residual soil could feature in different sizes of pore throats; therefore, calcium carbonate would preferably form along the reagent flow path away from the locations of accumulated fine grains. This could explain the less uniformity in calcium carbonate distribution and the enhanced radial stiffness in the MICP-treated residual soil, as highlighted in earlier results from the triaxial test.\u003c/p\u003e\n \u003cp\u003eDifferent modes of soil arrangement were observed in the MICP-treated residual soil, such as the formation of a cemented calcium carbonate assemblage (\u003cstrong\u003eFig.\u0026nbsp;15 - d\u003c/strong\u003e and \u003cstrong\u003eFig - f\u003c/strong\u003e), adhesion of calcium carbonate crystals onto the surface of coarser soil grains (\u003cstrong\u003eFig.\u0026nbsp;15 - e\u003c/strong\u003e), and the cementation bridging two adjacent particles (\u003cstrong\u003eFig.\u0026nbsp;15 - f\u003c/strong\u003e). These microscopic observations underpinned the results of mechanical test, in respect of the improvement in soil stiffness and shear strength upon MICP treatment.\u003c/p\u003e\n \u003cp\u003eThe aggregation of fines could play an important role in affecting the deformation behaviour because the fines was susceptible to disintegration and hence higher compressibility of soil. When the untreated residual soil deformed, the adhered fines would be compressed alongside the movement of coarser grains (suggested by \u003cstrong\u003eFig.\u0026nbsp;15 \u0026ndash; b\u003c/strong\u003e and \u003cstrong\u003eFig.\u0026nbsp;15 - c\u003c/strong\u003e). For the MICP-treated residual soil, the soil structure was strengthened to such an extent that the adjacent coarser soil grains were adjoined by the calcium carbonate and fines. The movement of coarser grains were therefore restricted, especially along the lateral direction of soil sample. It was further anticipated that such enhanced cementation could only be formed bridging the coarse grains and could not be precipitated within the fine-grained soil clusters, as the limited size of pore throat would inhibit effectiveness of cementation.\u003c/p\u003e\n \u003c/div\u003e\n \u003cdiv id=\"Sec23\" class=\"Section3\"\u003e\n \u003ch2\u003e3.3.2 Sand\u003c/h2\u003e\n \u003cp\u003e\u003cstrong\u003eFigure\u0026nbsp;16 (a) \u0026ndash; (b)\u003c/strong\u003e shows that the texture of sand particles was subangular. After the MICP treatment, calcium carbonate crystals were found sticking on the cross-sectional side of the sand particles (\u003cstrong\u003eFig.\u0026nbsp;16 - c\u003c/strong\u003e). The sectional side of sand particle appeared to have a rougher surface texture, whereas the longitudinal surface was too smooth for the calcium carbonate crystals to adhere on. Weak and unstable calcium carbonate bonding was anticipated in the MICP-treated sand because the effective area of the bonding point was far smaller than the overall dimension of sand particles (\u003cstrong\u003eFig.\u0026nbsp;16 - d\u003c/strong\u003e). The microscopic evidence and results from triaxial tests showed that the MICP-treated sand was not improved as much as residual soil.\u003c/p\u003e\n \u003c/div\u003e\n\u003c/div\u003e"},{"header":"4. Conclusions","content":"\u003cp\u003eThrough the present triaxial and microscopic tests, the differences of deformation behaviours between untreated and MICP-treated soils were obtained experimentally. Underlying mechanisms as related to microstructural changes under various loading conditions were anticipated, but more tests shall be pursued for justification and enhance the understanding. Three major conclusions can be drawn from the present experimental studies on (MICP) residual soil and sand, as listed accordingly:\u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp;\u0026nbsp;\u003c/p\u003e\n\u003cp\u003e(1) \u003cstrong\u003e\u003cem\u003e\u003cu\u003eMICP Treatment for Residual Soil and Sand\u003c/u\u003e\u003c/em\u003e\u003c/strong\u003e\u003c/p\u003e\n\u003cp\u003eAlthough the level of calcium carbonate content obtained in this study was relatively low at about 3.0 % or less, the MICP treatment was found to have noticeable effect on the mechanical behaviours of compacted residual soil, but such effect was not as pronounced in the dense sand. These findings were useful for promoting field applications of the MICP technology in residual soil because it is typically characterized by noticeable fines content (i.e. 30 % in this study) and low permeabilities, which are often regarded as one of the main limitations for effective soil treatment. Under a similar degree of cementation, the MICP effect on the tested sand was negligible. It was reckoned that bonding could be formed ineffectively between adjacent sand particles and the effective area of the bonding point was far smaller than the overall dimension of the sand particles.\u003c/p\u003e\n\u003cp\u003e(2) \u003cstrong\u003e\u003cem\u003e\u003cu\u003eDeformation Behaviours under Isotropic Consolidation\u003c/u\u003e\u003c/em\u003e\u003c/strong\u003e\u003c/p\u003e\n\u003cp\u003eThe deformation behaviours of (MICP) residual soils were dependant on the loading rates during isotropic consolidation. Higher consolidation rate generally induced greater volumetric change in the untreated residual soils, whereas the bio-treated soils responded otherwise. This behavioural difference was reckoned to be related to the change of pore structure after the densification effect. Notable effects of the MICP treatment were also found in the bio-treated residual soil by the manifestation of isotropic deformation behaviour, under the isotropic loading and unloading. The residual soil originally had a weaker horizontal stiffness, which was later reinforced by the bonding of calcium carbonate resulting in a nearly isotropic behaviour under compressive loading. The soil also experienced a much larger horizontal rebound than in vertical direction during unloading, on account of the enhanced elasticity. Both the compression index and yield stress of the residual soil were improved (i.e. 50 % decrease in compression index and 15 kPa increase in yield stress) after the MICP treatment, although there were some scatters in these values because of non-uniform formation of calcite bonding in the residual soils which constituted substantial fines.\u0026nbsp;\u003c/p\u003e\n\u003cp\u003e(3) \u003cstrong\u003e\u003cem\u003e\u003cu\u003eMechanical Behaviours under Undrained Shearing\u003c/u\u003e\u003c/em\u003e\u003c/strong\u003e\u003c/p\u003e\n\u003cp\u003eWhen the MICP residual soil was sheared undrained under higher confining stresses, i.e. 120kPa and 220kPa, the difference in shearing responses between the untreated and the MICP-treated residual soils decreased. The increase in confining pressure could greatly affect the volumetric response of the residual soils because of their fragile soil fabrics. The effects of calcium carbonate bonding were thought to enforce an elastic structural response, but not so much on the cementation between individual soil particles. This was clearly evidenced by the triaxial extension test results on the residual soil, whereby no clear difference was spotted in the shearing responses between the untreated and MICP-treated residual soils. The effect of calcium carbonate bonding was dominant under compressive loading (when normal force on the shear plane was increasing), and hence there was a substantial difference between the untreated and bio-treated specimens during the undrained compressive loading. However, during the undrained extension test (when normal force on the shear plane was decreasing), there was only marginal difference between non-treated and bio-treated residual soils. The benefit of MICP treatment in enhancing elastic structural responses could be unbalanced by subjecting to over-consolidation load process, as shown by the undrained test results of OCR5 residual soil. The undrained shear strength of the untreated OC residual soil turned out to be higher than its MICP-treated counterpart because of the large plastic strains imposed after a high level of consolidation stress. Besides, no obvious shear strength improvement was found in the bio-treated sands as compared to the untreated sand. This was probably related to the facts that weak calcite bonding was formed within the sand, while the original sand was prepared at relatively dense state.\u003c/p\u003e"},{"header":"Nomenclature and symbol","content":"\u003cp\u003e\u003cimg 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\"\u003e\u003c/p\u003e\n\u003cp\u003e\u003cbr\u003e\u003c/p\u003e"},{"header":"Declarations","content":"\u003cp\u003e\u003cstrong\u003eAcknowledgements\u003c/strong\u003e\u003c/p\u003e\n\u003cp\u003eThe authors would like to acknowledge the financial supports from the Universiti Tunku Abdul Rahman Research Fund (UTARRF): Vote No. 6220/L29. Supports from Mr. Ho Chan Cheong, laboratory staffs, and undergraduate students were deeply appreciated.\u003c/p\u003e\n\u003cp\u003e\u003cstrong\u003eData availability Statement\u003c/strong\u003e\u003c/p\u003e\n\u003cp\u003eThe datasets generated during and/or analyzed during the current study are available from the corresponding author on reasonable request.\u003c/p\u003e"},{"header":"References","content":"\u003col\u003e\n\u003cli\u003eAL Qabany, A., and Soga, K. 2013. Effect of Chemical Treatment Used in MICP on Engineering Properties of Cemented Soils. Geotechnique, \u003cstrong\u003e63\u003c/strong\u003e(4): 331-339.\u003c/li\u003e\n\u003cli\u003eAtkinson, J.H., and Bransby, P.L. 1978. The mechanics of soil: An introduction to critical state soil mechanics. McGraw-Hill Book Company (UK) Limited.\u003c/li\u003e\n\u003cli\u003eBritish Standards Institution. 1990. 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Canadian Geotechnical Journal, \u003cstrong\u003e37\u003c/strong\u003e(6), 1272\u0026ndash;1282. doi:10.1139/t00-054.\u003c/li\u003e\n\u003c/ol\u003e"}],"fulltextSource":"","fullText":"","funders":[],"hasAdminPriorityOnWorkflow":false,"hasManuscriptDocX":true,"hasOptedInToPreprint":true,"hasPassedJournalQc":"","hasAnyPriority":false,"hideJournal":false,"highlight":"","institution":"","isAcceptedByJournal":true,"isAuthorSuppliedPdf":false,"isDeskRejected":"","isHiddenFromSearch":false,"isInQc":false,"isInWorkflow":false,"isPdf":false,"isPdfUpToDate":true,"isWithdrawnOrRetracted":false,"journal":{"display":true,"email":"[email protected]","identity":"discover-geoscience","isNatureJournal":false,"hasQc":true,"allowDirectSubmit":false,"externalIdentity":"","sideBox":"Learn more about [Discover Geoscience](https://www.springer.com/journal/44288)","snPcode":"44288","submissionUrl":"https://submission.nature.com/new-submission/44288","title":"Discover Geoscience","twitterHandle":"","acdcEnabled":true,"dfaEnabled":true,"editorialSystem":"stoa","reportingPortfolio":"Discover Series","inReviewEnabled":true,"inReviewRevisionsEnabled":true},"keywords":"Microbial-Induced Calcite Precipitation, Mechanical behaviour, Residual soil, Isotropic compression, Elasticity, Densification","lastPublishedDoi":"10.21203/rs.3.rs-5677668/v1","lastPublishedDoiUrl":"https://doi.org/10.21203/rs.3.rs-5677668/v1","license":{"name":"CC BY 4.0","url":"https://creativecommons.org/licenses/by/4.0/"},"manuscriptAbstract":"\u003cp\u003eThe application of MICP in improving fine-grained soil or soil containing fines, such as clay or residual soil has increasingly drawn attentions in recent years. However, there are still very limited studies focusing on the comparison between the behaviour of MICP-treated soil containing fines and the more established MICP-treated sand. This study investigates the differences of microstructural formation and deformation behaviour between (untreated and MICP) residual soil and sand through a series of monotonic undrained triaxial tests. The untreated and MICP-treated soils were prepared at a slightly dense state (nearly 80 % of relative density) and subjected to three levels of consolidation pressure (i.e. 40 kPa, 120 kPa, and 220 kPa), before being sheared under undrained condition. A significant improvement in the mechanical behaviour was observed in the bio-treated residual soil despite a low concentration of calcium carbonate content was precipitated (\u0026lt; 5.0 %). This finding was encouraging for field applications of the MICP ground improvement technology in residual soils that were typically known for containing appreciable fines content and being less permeable than sand. From the results, the isotropic compression behaviour and the undrained compressive strength of the MICP-treated residual soil were enhanced significantly. The MICP-treated residual soils tended to manifest a more isotropic deformation behaviour and possessed an elastic soil fabric, as compared to the untreated counterpart which showed anisotropic behaviour. In practical sense, the lightly treated residual soil behaved like a dense soil on account of the densification effect within the pore structure and enhanced interparticle strength. Despite there was almost no alteration of mechanical behaviours in the dense sand, certain implications were gained and will be useful in the comparison with microstructure of residual soil.\u003c/p\u003e","manuscriptTitle":"Mechanistic Comparisons of MICP-treated Residual Soil and Sand Part I – Microstructural Formation and Deformation Behaviour of Soils","msid":"","msnumber":"","nonDraftVersions":[{"code":1,"date":"2025-01-01 07:57:48","doi":"10.21203/rs.3.rs-5677668/v1","editorialEvents":[{"type":"communityComments","content":0},{"type":"decision","content":"Revision requested","date":"2025-03-27T10:14:42+00:00","index":"","fulltext":""},{"type":"editorInvitedReview","content":"","date":"2025-03-20T13:40:03+00:00","index":"hide","fulltext":""},{"type":"reviewerAgreed","content":"22227285949124629502346784619812388196","date":"2025-02-27T06:54:28+00:00","index":"hide","fulltext":""},{"type":"editorInvitedReview","content":"","date":"2025-01-29T14:37:04+00:00","index":"hide","fulltext":""},{"type":"reviewerAgreed","content":"43494513428384491805105699888829263066","date":"2025-01-24T18:09:42+00:00","index":"hide","fulltext":""},{"type":"reviewerAgreed","content":"330072084995531654046327134609724070178","date":"2025-01-23T12:27:43+00:00","index":"hide","fulltext":""},{"type":"reviewerAgreed","content":"39693958838779298253267468004171040117","date":"2025-01-23T00:51:47+00:00","index":"hide","fulltext":""},{"type":"reviewersInvited","content":"","date":"2024-12-31T11:45:34+00:00","index":"","fulltext":""},{"type":"editorAssigned","content":"","date":"2024-12-30T23:01:15+00:00","index":"","fulltext":""},{"type":"checksComplete","content":"","date":"2024-12-30T14:02:26+00:00","index":"","fulltext":""},{"type":"submitted","content":"Discover Geoscience","date":"2024-12-19T14:34:52+00:00","index":"","fulltext":""}],"status":"published","journal":{"display":true,"email":"[email protected]","identity":"discover-geoscience","isNatureJournal":false,"hasQc":true,"allowDirectSubmit":false,"externalIdentity":"","sideBox":"Learn more about [Discover Geoscience](https://www.springer.com/journal/44288)","snPcode":"44288","submissionUrl":"https://submission.nature.com/new-submission/44288","title":"Discover Geoscience","twitterHandle":"","acdcEnabled":true,"dfaEnabled":true,"editorialSystem":"stoa","reportingPortfolio":"Discover Series","inReviewEnabled":true,"inReviewRevisionsEnabled":true}}],"origin":"","ownerIdentity":"fc4dc5c6-9314-471a-a2f7-a36051b37f48","owner":[],"postedDate":"January 1st, 2025","published":true,"recentEditorialEvents":[],"rejectedJournal":[],"revision":"","amendment":"","status":"under-review","subjectAreas":[],"tags":[],"updatedAt":"2025-06-24T12:08:33+00:00","versionOfRecord":[],"versionCreatedAt":"2025-01-01 07:57:48","video":"","vorDoi":"","vorDoiUrl":"","workflowStages":[]},"version":"v1","identity":"rs-5677668","journalConfig":"researchsquare"},"__N_SSP":true},"page":"/article/[identity]/[[...version]]","query":{"redirect":"/article/rs-5677668","identity":"rs-5677668","version":["v1"]},"buildId":"8U1c8b4HqxoKbykW_rLl7","isFallback":false,"isExperimentalCompile":false,"dynamicIds":[84888],"gssp":true,"scriptLoader":[]}