Sand Gravel Research Articles

Experimental and Numerical Research on Utilizing Modified Silty Clay and Extruded Polystyrene (XPS) Board as the Subgrade Thermal Insulation Layer in a Seasonally Frozen Region, Northeast China

For strengthening sustainability of subgrade life-cycle service performance and storing industry solid wastes in seasonally frozen regions, compared to previous research of modified silty clay (MC) which consisted of oil shale ash (OSA), fly ash (FA), and silty clay (SC), we identified for the first time, the variations in the thermal insulation capability of MC with different levels of dry density and moisture content. Taking into consideration the effects of 0–20 freeze-thaw (F-T) cycles by a laboratory test, and by the numerical simulation of coupling moisture-temperature, while considering the effects of F-T cycles, the thermal insulation capability of the MC board and the XPS board were studied quantitatively. The testing results show that the thermal conductivity of MC and SC gradually decreases as the number of F-T cycles increases, and that of the XPS board increases with the increased number of F-T cycles, and tend to be of a constant value of 0.061 W/m/K after 17 F-T cycles. The specific heat capacity of the solid particles of the MC, SC, and XPS board does not change regularly as their moisture content, and the number of F-T cycles change, and their variations are in the range of the test error (2%). Simulation results show that MC has the advantage of the thermal insulation property to reduce the frost-depth of 0.21 m, and the thermal insulation property of the composite layer consisting of the MC and XPS board is greater to reduce the frost-depth of 0.55 m, so that it can protect both the SC and sand gravel of the experimental road from the frost heave damage. The research methods and results are very significant in accurately evaluating the thermal insulation capacity and the sustainability of MC and the composite layer consisting of the MC and XPS board, strengthening the stability of the subgrade and increasing the availability of industrial waste.

Supply‐limited bedform patterns and scaling downstream of a gravel–sand transition

AbstractA distinct suite of sand bedforms has been observed to occur in laboratory flows with limited sand supply. As sand supply to the bed progressively increases one observes sand ribbons, discrete barchans and, eventually, channel spanning dunes; but there are relatively few observations of this sequence from natural river channels. Furthermore, there are few observations of transitions from limited sand supply to abundant supply in the field. Bedforms developed under limited, but increasing, sand supply downstream of the abrupt gravel–sand transition in the Fraser River, British Columbia, are examined using multi‐beam swath‐bathymetry obtained at high flow. This is an ideal location to study supply‐limited bedforms because, due to a break in river slope, sand transitions from washload upstream of the gravel–sand transition to bed material load downstream. Immediately downstream, barchanoid and isolated dunes are observed. Most of the bedform field has gaps in the troughs, consistent with sand moving over a flat immobile or weakly mobile gravel bed. Linear, alongstream bedform fields (trains of transverse dunes formed on locally thick, linear deposits of sand) exhibit characteristics of sand ribbons with superimposed bedforms. Further downstream, channel spanning dunes develop where the bed is composed entirely of sand. Depth scaling of the dunes does not emerge in this data set. Only where the channel has accumulated abundant sand on the bed do the dunes exhibit scaling congruent with previous data compilations. The observations suggest that sediment supply plays an important, but often overlooked, role in bedform scaling in rivers.

Experimental investigation of global backward erosion and suffusion of soils in embankment dams

Many embankment dams constructed with a core of nonplastic or very low plasticity silt–sand–gravel (typically of glacial, fluvioglacial or alluvial origin) have experienced internal erosion. This has often expressed itself with the development of sinkholes or with intermittent episodes of increased leakage, which then reduces. In this investigation 22 soil samples with gradations representing the range of the soils used in embankment dam cores have been tested in the laboratory. All 22 soils tested were shown to be internally unstable with particle movement within the soil after placement. Some soils exhibited global backward erosion (GBE), others suffusion, and some internal instability but with no erosion from the sample, indicating self-filtering. The internal erosion process was very rapid for suffusive soils, typically occurring within minutes of test commencement, and at a gradient of 1. For soils subject to GBE and no-erosion soils, the internal movement of particles continued for weeks and months, and re-activated when the overall gradient was increased. For GBE, the erosion process occurred over a range of gradients. A method for predicting the amount of erosion and the erosion mechanism based on the gradation of the soil has been developed that is related to the ability of the soil to self-filter.

ANALISA INTERPRETASI POLA ALIRAN AIR BAWAH TANAH KELURAHAN LABUH BARU BARAT KECAMATAN PAYUNG SEKAKI PEKANBARU MENGGUNAKAN METODE GEOLISTRIK KONFIGURASI SCHLUMBERGER

Underground water is one of the important component sources for human being. Study on interpretation of underground water flow has been carried out using Geoelectric Schlumberger Electrode Configuration in Labuh Baru Barat Village, Payung Sekaki District, Pekanbaru. The range measurement was chosen to be 240 meter. The output of measurement arecurrent and voltage. The data, then was inputed into software progress and surfer 11. The output of this computer program is a map of underground waterflow pettern and underground lithology. The results of mapping of the pattern of underground water flow indicate that the direction of water flow from North to South direction, or from Pinang street to Payung Sekaki street. The thickness of the layer start from the first layer that is 4.05 meters and 5.4 meters is a layer of silt- clay, the second layer is 13.07 meters and 14.3 meters is a layer of mud stone, the third layer is 13.07 meters and 15.2 meters is a layer of sand and alluvial and the fourth layer is 51.1 meters and 79.2 meters is layer of gravel sand.

Fluvial terrace formation and its impacts on early human settlement in the Hanzhong basin, Qinling Mountains, central China

The Qinling Mountains (QLM) form the climatic boundary between the temperate north and subtropical south of China. Many important Paleolithic archaeological sites located on fluvial terraces in this area have been reported in recent decades. Abundant artifacts have been excavated in silt layers overlying fluvial gravels and coarse sands. These silt layers have thus far been interpreted as aeolian deposits. However, in principle they could also represent (in part) fluvial (floodplain) deposits, especially near the base of fine-grained sequences. Reconstruction of fluvial terrace formation is crucial for the correct interpretation of the environment of hominin occupation. In this paper, two sediment sequences from two Paleolithic sites, located on different terrace levels of the Hanjiang River in the Hanzhong basin, are studied mainly using grain-size and grain-shape analyses. In addition, grain-size distributions have been unraveled by applying end-member modelling to distinguish different sedimentary environments. The results show that three different units can be discriminated in each section. The lower unit, consisting of gravelly sand mixed with fine silt, is interpreted as shallow-channel-fill sediment deposited during the start of the transition from a channel to a floodplain environment. The middle unit comprises a fine-grained, gradually fining-upward sequence, representative a floodplain environment. At its base, it reflects a high-energy floodplain situation; at its top, the sequence is interpreted as a low-energy floodplain environment with aeolian input (settling in static water). The third, uppermost unit consists of aeolian loess interbedded with paleosol(s) and sediments that are interpreted as the results of episodic surface runoff. The gradual transition between the 3 units and the gradual fining upward trend of the middle unit indicates that there is no considerable age gap (no hiatus) between the fluvial- and aeolian sedimentary environments. Stone artifacts have been found in all 3 units, with difference abundance, indicating that both the aeolian and floodplain depositional environments provided favorable living conditions. For the floodplain environment, the resources of water and raw materials (fluvial gravels) for tool making may have offered fundamental resources for hominin settlement. © 2019 Elsevier B.V.

Sedimentary model reconstruction and exploration significance of Permian He 8 Member in Ordos Basin, NW China

Abstract Based on the Late Paleozoic geological background and the latest exploration achievements of the Ordos Basin and North China platform, it is concluded that during the sedimentary period of Permian He 8 Member, the area in concern had multiple material sources, multiple river systems, flat terrain, shallow sedimentary water, widely distributed fluvial facies sand body and no continuous lake area, so alluvial river sedimentary system developed in the whole region. Based on stratigraphic correlation and division, and a large number of drilling and outcrop data, a comprehensive analysis of lithofacies and sedimentary facies types and distribution was carried out to reconstruct the ancient geographic pattern of the He 8 Member sedimentary period. The results of paleogeography restoration show that the area of Ordos Basin was the “runoff area” in the sedimentary slope in the western part of the North China platform during the sedimentary period of He 8 Member, the whole region was mainly alluvial plain sedimentation featuring alternate fluvial facies, flood plain facies and flood-plain lake facies. According to the results of flume deposition simulation experiment, a new sedimentary model of “alluvial river & flood-plain lake” is established, which reveals the genesis of large area gravel sand body in He 8 Member of this area and provides geological basis for the exploration of tight gas in the south of the basin.

Storm response of a mixed sand gravel beach ridge plain under falling relative sea levels: A stratigraphic investigation using ground penetrating radar

AbstractBeach ridge stratigraphy can provide an important record of both sustained coastal progradation and responses to events such as extreme storms, as well as evidence of earthquake induced sediment pulses. This study is a stratigraphic investigation of the late Holocene mixed sand gravel (MSG) beach ridge plain on the Canterbury coast, New Zealand. The subsurface was imaged along a 370 m shore‐normal transect using 100 and 200 MHz ground penetrating radar (GPR) antennae, and cored to sample sediment textures. Results show that, seaward of a back‐barrier lagoon, the Pegasus Bay beach ridge plain prograded almost uniformly, under conditions of relatively stable sea level. Nearshore sediment supply appears to have created a sustained sediment surplus, perhaps as a result of post‐seismic sediment pulses, resulting in a flat, morphologically featureless beach ridge plain. Evidence of a high magnitude storm provides an exception, with an estimated event return period in excess of 100 years. Evidence from the GPR sequence combined with modern process observations from MSG beaches indicates that a palaeo‐storm initially created a washover fan into the back‐barrier lagoon, with a large amount of sediment simultaneously moved off the beach face into the nearshore. This erosion event resulted in a topographic depression still evident today. In the subsequent recovery period, sediment was reworked by swash onto the beach as a sequence of berm deposit laminations, creating an elevated beach ridge that also has a modern‐day topographic signature. As sediment supply returned to normal, and under conditions of falling sea level, a beach ridge progradation sequence accumulated seaward of the storm feature out to the modern‐day beach as a large flat, uniform progradation plain. This study highlights the importance of extreme storm events and earthquake pulses on MSG coastlines in triggering high volume beach ridge formation during the subsequent recovery period. © 2019 John Wiley & Sons, Ltd.

Lithofacies, architectural elements and tectonic provenance of Mio-Pliocene Dupitila Formation in the Cachar Thrust Fold Belt, Northeast India

The post-orogenic terrestrial accumulations of Dupitila Formation (Mio-Pliocene) have been studied for the first time in the Cachar Thrust Fold Belt of Northeast India employing facies and architectural element analysis techniques. Six litho-columns measuring 85 m in thickness were analyzed at the outcrop level with minimum resolutions of 20–30 cm. Seven lithofacies, namely clast-supported horizontally stratified gravel (Gh), matrix-supported planar cross-bedded gravel (Gp), trough cross-bedded sandstone (St), planar cross-bedded sandstone (Sp), horizontally bedded sandstone (Sh), laminated sand–silt–mud (Fl) and massive mud (Fm), were identified. The two lithofacies assemblages, i.e., interbedded gravel–sand and sand–mud associations, characterize the lower and upper divisions of Dupitila Formation, respectively. Identification of five architectural elements, i.e., channel fill complex (CHm), single channel (CHs), gravel bar and bedform (GB), sand bed form (SB) and floodplain fines (FF), was accomplished through lithofacies distribution and arrangement of bounding surfaces. Alternating gravelly and sandy facies succeeded by floodplain fines present an overall thinning and fining upward cycle resembling the gravelly and sandy braided fluvial stream deposits. A semi-humid climatic condition has been envisaged for the formation of lithic to sub-lithic (Q66 F9 R25) Dupitila sandstone. These deposits have suffered early as well as late-stage diagenetic changes. The diversified detritus delivery to the fluviatile Dupitila basin was largely made by a recycled orogen comprising of Shillong massif, eastern Himalaya and the Indo-Burman Range.

Natural dam breaching due to overtopping: effects of initial soil moisture

Natural dams formed by landslides may produce disastrous floods after dam outbursts. How the breaching characteristics of natural dams are affected by initial soil moisture has remained insufficiently understood. In this paper, we present the results of a series of laboratory tests that assessed five different initial soil moistures (0.3, 2.4, 4.2, 7.3, and 10.3%). Under the present experimental conditions with dams composed of gravel–sand–clay mixtures, the failure of natural dams was primarily caused by the erosion of overtopping flow, and lateral mass collapse also caused breach widening. According to the test results, three stages of the breaching process of natural dams made of different initial soil moistures were observed. The results show that peak discharge increased with the increase in the initial soil moisture, while the breaching time and height of the residual dam decreased. In the process of the breach, the backward erosion was weakened gradually with the increase in the initial soil moisture. When the initial soil moisture increased, the breach deepened faster than it widened, and the ratio of the breaching width to depth after dam outburst tended to be greater than 1 at first and then less than 1. A function of the breaching width and depth is established, making it possible to calculate both variables. This function is based on a shape parameter that linearly decreases with initial soil moisture.

NUMERICAL STUDY ON PILES PERFORMANCE IN SAND SLOPE STABILITY UNDER VARIABLE CONDITIONS

Sand – gravel (SG) soil stabilized by cement kiln dust (CKD) in mixture reinforced by GlassFiber (GF) as new piles body properties are tried to present the needed parameters for simulatingpile reinforced sand slope on Plaxis 2D program. A numerical investigation by the Finite ElementMethod (FEM) was simulated on Plaxis 2D by modelling sand slope supported by mentionedpiles under strip footing loads. The Piles material was simulated as SG – 30% CKD - 1% GFmixture parameters. On the other hand, numerical investigation was analyzed to adopt thesettlement (S) improvement limits, and to obtain the needed force which safes sand slope stabilityby decreasing of lateral displacement (δ) and (S) to a desired value. It is clear that simulatingsand slope with angle (40 o) under pressure (q = 280 kN/m2) is more critical. Piles withmentioned conditions found a solution for slope with the critical angle (40o) stability by savingthe value of safety factor (F.S > 1.5). General indexes refer to the importance of increasing pilesembedded length in stable layers according to the mentioned pile dimentions ratio.

Study on Gradation Improvement of Gravel and Sand for Surface Layer of Railway Subgrade by Blending Method

As the direct foundation of the track, the surface layer of high-speed railway subgrade bed is one of the important parts of the subgrade. Its main function is to transmit and spread the vertical load of the upper ballast bed and the vehicle dynamic load to maintain the long-term stability of the subgrade bed surface. So, the material for the surface layer of subgrade bed should have high strength, elastic modulus, wear resistance and invented filtration. The graded sand gravel, which is used as the filler for the surface layer of railway subgrade bed, has such features as high mechanical strength, high water stability, easy obtaining, convenient construction, low cost and so forth. The purpose of this study is to physically blend local sand gravel materials to solve the defect of excessive fine particle content, so that it can meet the grading requirements of the specification and design standards and also to provide a general calculation method and solution for the mix ratio design of natural sand gravel. In combination with a foreign project, the dissertation expatiated on the calculation method for improving the gradation defects of natural sand gravel by the blending method. Then, according to local conditions, the author successfully solved the gradation defects of natural sand gravel mixture with the said method and achieved good economic and social benefits.

Application Research of Gravel and Machine-Made Sand along the KKH-2 Project in Pakistan on Asphalt Pavement

According to the characteristics of stone along the KKH-2 project in Pakistan, the applicability of gravel and machine-made sand for road engineering was studied. Through investigation, the types of stone along the project were relatively simple, and the stone materials used for road construction were mainly limestone, sandstone and pebbles, and the reserves were abundant. The experiment research and analyses comparisons of the parameters and road performance characteristics of natural gravel materials were carried out, and the design parameters and road performance indicators of natural grit in the current code were supplemented and adjusted to make it more suitable for Pakistan to use natural gravel materials for road construction. Thesis combines the project, proposing that mechanism sand and natural sand mixed concrete is not inferior tonatural sand mixed concrete in terms of technical performance, and the overall cost is lower than that of natural sand mixed concrete. The research results are of great significance for saving engineering construction costs, ensuring road performance and prolonging service life.

Exploration of the Confined Aquifers in the Yuyao River Valley (Eastern China) Using Electrical Sounding Method

With abundant groundwater resources and obvious spatial distribution characteristics of confined aquifers, the Yuyao River valley is located in Ningbo, a coastal city in eastern China. It is greatly significant for studying the formation, movement and recharge of groundwater and establishing a sustainable groundwater management system to determine the spatial distribution of confined aquifers. In this paper, the spatial distribution of confined aquifers in the Yuyao River valley are studied by combining the symmetrical quadrupole electrical sounding method with hydrogeological data. Through analysis of the existing hydrogeological data, it is corroborated that there are sand gravel and round gravel confined aquifers in the study area. Then, the results of borehole-side electrical sounding measurements show that significant electrical differences are found among each rock-soil layer in the study area, and the resistivity of sand gravel and round gravel confined aquifers varies from 10 to 20 Ω·m. Finally, 77 symmetrical quadrupole electrical soundings on 5 lines were carried out perpendicular to the Yuyao River valley, and the data of electrical sounding were inverted and analyzed by the analysis software of GeoElectro. After calibration with boreholes, the confined aquifers in the study area were determined to be zonally distributed along the middle line of the valley, with buried depth ranging from -65 to -25 m and width exceeding 1000 m.

Development of vertical and horizontal disk transducers for wave velocity measurements in a large rectangular specimen

For the accurate design of structures subjected to both static and dynamic loadings, elastic wave velocity and small strain stiffness are essential parameters. Numerous techniques have been developed to estimate wave velocities of geomaterials. Bender elements which are widely adopted for wave velocity measurements are invasive in nature and are not suitable for coarse-grained materials. In the present study, new design configuration of disk transducer has been introduced to measure both vertical and horizontal wave velocities for coarse granular soils considering multidirectional oscillation of propagating waves. An innovative arrangement of both compression and shear type elements has been installed in a large-sized triaxial apparatus having rectangular specimens of size 236×236×500 mm to assess the wave velocities. The materials described are Toyoura sand (D50 = 0.24 mm) and Oiso gravel (D50 = 11.8 mm). This arrangement enables measurements of nine types of wave velocities, and thus the stiffness anisotropy to be quantified. For Oiso gravel, horizontal wave velocities are greater than vertical wave velocities for both shear and compression waves. For Toyoura sand, shear wave velocities are higher in horizontal direction of propagation, whereas similar compression wave velocities are observed from both horizontal and vertical directions.

The influence of particle breakage on stress-dilatancy relationship for granular soils

The influence of particle breakage on soil behaviour is important from theoretical and practical perspectives. Particle breakage changes the internal energy in two ways. First, internal energy is consumed for particle crushing and second, the internal energy changes because of additional volumetric strain caused by particle crushing. These two effects may be quantified by use of Frictional State Theory. The analysed drained triaxial compression tests of Toyoura sand, gravel and Dog's Bay sand at different stress level and stress path revealed that the effect of particle breakage is a function of soil gradation, strength of soil grains, stress level and stress path.

Rehabilitation and Reclamation of the Ločenice Sand Pit

Post-mining reclamation is an activity, which can be used to restore or return the original appearance of the landscape or to create a new one, thereby stopping its degradation and re-utilizing the landscape for the original or possibly other purposes. Each mining organization is required to draw up a rehabilitation and reclamation plan for its field and to create financial reserves for rehabilitation and reclamation. One of such fields is the Ločenice sand pit, which is interesting due to the occurrence and mining of moldavites in addition to mining of gravel sand. This article provides a brief discussion on the future rehabilitation and reclamation of the mining area after the termination of the mining process.

The hiding-exposure effect revisited: A method to calculate the mobility of bimodal sediment mixtures

Predicting seabed mobility is hampered by the limited accuracy of sediment transport models when the bed is composed of mixed sediments. The hiding-exposure (HE) effect modifies the threshold of motion of individual grain classes in sediment mixtures and its strength is dependent on the grain size distribution. However, an appropriate method of predicting this effect for bimodal sediment mixtures remains to be developed. The prototypical example of a bimodal mixture is that consisting of a well-sorted sand and gravel for the fine and coarse fractions respectively. Through a comprehensive series of laboratory experiments, the HE effect has been quantified for a full range of sand-gravel mixtures from pure sand to pure gravel, the choice of which has been underpinned by an integrated study of offshore geophysical and sedimentological data found in coastal and shelf seas. In the sand–gravel mixtures used in the present study the critical shear stress needed to mobilise the sand and gravel fractions increased by up to 75% and decreased by up to 64%, respectively, compared to that needed to mobilise well-sorted sediment of similar size. The HE effect was found to be dependent on the percentage of gravel (coarse mode) present in the bimodal mixture, whereby the effect for the mixture is the weighted sum of the HE effect for the fine and coarse modes.

Analysis of Physical Distribution of Sediment at Sembrong Reservoir Using GRADISTAT

Sembrong reservoir is a flood-control reservoir which is managed by Syarikat Air Johor since 1984. The reservoir provides clean water supply to 240,000 consumers in the district of Kluang and some parts of Batu Pahat. Reservoir storage is often affected by sedimentation due to soil erosion in the catchment area. As the sediments accumulate, the reservoir gradually loses its ability to store water for the purposes for which it was built. This research is initiated to characterize the sediment which could be used as control in future research in the treatment of contaminated sediment. The objective of this study was to determine the distribution of sediment at Sembrong Reservoir. In this experiment, sediment sampling was done using gravity corer at 6 different points throughout the reservoir. In addition, the physical properties of sediment is investigated by conducted experiments include scanning electron microscope (SEM) and particle size distribution The analysis of sediment distribution was done using GRADISTAT. Results obtained from the analysis shows that the particle in Sembrong reservoir were classified as very coarse sand and sandy gravel.

Assessment of Using Cement Kiln Dust Stabilized Roads Subbase Material

The increase in the demand for cement to produce large quantities for the purpose of reconstruction produce a large amount of cement kilns dust accordingly. The cement kilns has a cementations property and it's using to treats soil. In this study, sand gravel soil (roads subbase) materials has been used to study the effect of the cement kiln dust (CKD) as a partial replacement with the natural dust of subbase till 20% by weight. Three tests procedures have been adopted which are density-moisture relationship, California bearing ratio (CBR), and unconfined compression strength (UCS). The results show significant increasing in density and optimum moisture content, CBR, and UCS with the increasing of CKD content. Bonds induced by the pozzolanic reaction and the absorption of the free water on particles surfaces approaching each other could the cause of increasing density, forming tighten structure, and raising the CBR% values, this reaction needs more water with increasing of CKD that could be caused increasing in the optimum moisture content. The increasing in UCS results due to stabilizing the materials by CKD increased the ability to use the CKD as alternative material for Portland cement.

Cyclic Behaviors of Saturated Sand-Gravel Mixtures under Undrained Cyclic Triaxial Loading

ABSTRACT A few well-documented liquefaction case studies of gravelly soils during major earthquakes have increased concerns regarding the liquefaction susceptibility of gravelly sand soils. Understanding the failure mechanism of sand-gravel mixtures under undrained cyclic loading is important for better assessing their liquefaction susceptibility. The liquefaction mechanism and susceptibility of isotropically and anisotropically consolidated sand-gravel mixtures are investigated under undrained cyclic loading in a solid cylinder apparatus; and, the influences of the varying material properties, compactness states, and particle gradations are systematically studied. The authors introduce an index of the average flow coefficient (k a) that describes the fluidity of saturated sand-gravel mixtures, and then propose the elaboration of a new liquefaction mechanism of saturated sand-gravel mixtures. The specimens would experience cyclic liquefaction when the excess pore pressure ratio reaches 100% under undrained isotropic consolidation, whereas the cyclic mobility would be induced when the cumulative axial strain reaches 5% under undrained anisotropic consolidation. Particles with both sizes smaller than 0.25 mm and mass contents less than 30% in sand-gravel mixtures primarily play a role of the fillers of intergranular voids (fines in coarse). The skeleton void ratio (e sgk) is a unique physical state index to characterize the liquefaction susceptibility of saturated sand-gravel mixtures with the filler content less than 30%. The negative correlation between the cyclic resistance ratio (CRR) and e sgk can be expressed as the power function. Abbreviations: A cl: Closed-loop area of each loading cycle in Fig. 5; ACU: Anisotropically consolidated undrained; CRR: Cyclic resistance ratio; CRR 15: CRR in 15 cycle; CRR 25: CRR in 25 cycle; CSR: Cyclic stress ratio, Applied cyclic stress ratio in CTX test in the form of Equation (7); CTX: test Cyclic triaxial test; C u, C c: Coeffıcients of uniformity and curvature for the particle-size distribution curve; D, d: Size of coarse and small spherical particles in an idealized binary packing model; D 50: Median diameter of host coarse soils in binary mixtures; d 50: Median diameter; median diameter of host fine soils in binary mixtures; DA: Double-amplitude; D r: Relative density; initial relative density; D r0: Post-consolidation relative density; e: Global void ratio; initial void ratio; e 0: Post-consolidation void ratio; e min, e max: Minimum and maximum void ratios; e sgk: Skeleton void ratio; FC: Fines content for particles with the sizes less than 0.075 mm; FC th: Fines content threshold value; f f: Filler content by weight for particles with sizes less than 0.25 mm in the coarse-dominated grain contact sand-gravel mixtures; G c: Gravel content; G s: Specific gravityHCA Hollow cylinder apparatus; ICU: Isotropically consolidated undrained; k a: Index of the average flow coefficient; K c: Consolidation stress ratio, defined as the ratio of to m, n Fitting coefficients in Equations 11–13; N l: Number of cycles required to cause an r u = 100% for ICU CTX test or ε p = 5% for ACU CTX test; q: Deviatoric stress; q cyc: Peak cyclic deviatoric stress; q s: Initial static deviatoric stress; R: Roundness proposed by Power (1953); R d: Particle size disparity ratio in binary packing model; r u: Excess pore pressure ratio, defined as the ratio of Δ u to; Δu: Excess pore pressure change induced by the action of cyclic shear stressSA Single-amplitude; α d: Cyclic shear stress ratio of any plane in the specimen; β: Inclination angle to the horizontal axis in Mohr’s stress circle serve; : Shear strain rate; ,: Maximum and minimum shear strain rate of each loading cycle in Fig. 5; ε: Axial strain; ε p: Accumulated permanent axial strain; η: Apparent viscosity in fluid mechanics; ρ d: Dry densities; ,: Initial effective vertical and lateral consolidation stress; σ d: Applied sinusoidal cyclic axial stress amplitude; : Initial effective normal stress of any plane in the specimen; τ: Shear stress; τs : Initial shear stress of any plane in the specimen; τ d: Cyclic shear stress amplitudes of any cyclic shear effect plane; τ max, τ min: Maximum and minimum shear stress of each loading cycle in Fig. 5