Standard Compaction Research Articles

Strength Behaviour of Expansive Subgrade Soil Stabilized with Coronus Material

Expansive subgrade soil needs to be re-engineered to enhance the load-bearing capacity as it lacks the capacity to sustain traffic and pavement load. Although various chemical modification techniques have proven to be effective for stabilization, they are expensive and unsustainable. Coronus aggregate material is an uplifted coralline deposit abundantly available in the Pacific. The current study focuses on the strength behavior of fine-grained soil notably clayey soil when blended with coronus material as a potential alternative to the usual soil stabilization methods employed in the construction industry. To successfully stabilize the clayey soil sample with the coronus material, the particle size distribution, coefficient of uniformity, and curvature of the clayey soil sample and coronus material were determined. The results indicate that the coronus material is well-graded. The consistency of the soil sample was determined using the four-point Casagrande method for Atterberg limits i.e, the liquid limit, plastic limit, and shrinkage limit of the clayey soil. The load-bearing capacity of the clayey soil stabilized with coronus material was determined using standard compaction tests to calculate the maximum dry density and optimum moisture content of clay before and after blending with 10% increments of coronus material. The California Bearing Ratio (CBR) test results of all the samples were determined using standard CBR laboratory tests. It has been observed that the addition of coronus material has improved the load-bearing capacity of clayey soil. Hence, it is recommended that, wherever possible, coronus material be utilized as a stabilizing agent to improve the geotechnical properties of expansive subgrade soil.

Reusing COVID-19 disposable nitrile gloves to improve the mechanical properties of expansive clay subgrade: An innovative medical waste solution

The COVID-19 pandemic not only poses an unprecedented threat to global health but also severely disrupts the natural environment and ecosystems. Mitigating the adverse impacts of plastic-based personal protective equipment (PPE) waste requires the cooperation of professionals from various fields. This paper discusses a novel, cleaner approach to soil stabilisation by repurposing the nitrile gloves into a sustainable road material to improve the mechanical properties of expansive clay soil as pavement subgrade. For the first time, extensive geotechnical testings, including standard compaction, unconfined compressive strength (UCS), unsoaked California bearing ratio (CBR), repeated load triaxial (RLT), and swelling-shrinkage tests, were carried out to investigate the engineering performance of different proportions of the shredded nitrile gloves (SNG) (e.g., 1%, 1.5%, 2%) were blended with expansive clay (EC). In addition, surface roughness, scanning electron microscopy (SEM), and X-ray micro-CT analyses were conducted, and images were obtained to study the microstructural modification of the EC-SNG mixtures. The experimental results indicated that the blend of expansive clay with SNG helped in increasing the compressive strength, resilient modulus, and CBR and assisted in reducing the swelling and shrinkage of the soil. SEM and surface roughness analyses indicated the interaction between the soil matrix interface and the rough surface of the SNG. The main reasons for increasing the strength and stability of clay soil could be attributed to the high tensile strength of the SNG and the formation of the three-dimensional grid, and friction between the soil particles and SNG. According to the X-ray micro-CT test results, the incorporation of SNG led to an increase in closed porosity.

Compressibility and cracking properties of soft soils treated with a polymeric stabiliser

The influence of polyacrylamide (PAM) on the mechanical and physical characteristics of two kinds of soft soils was investigated laboratory tests including consistency, standard Proctor compaction, incremental loading consolidation and desiccation tests were conducted on the untreated and treated soils. Based on results, addition of PAM caused a reduction in the soils' plasticity indices. Although adding PAM slightly increased the maximum dry density, it had a negligible impact on the optimum moisture content. An increase in PAM content reduced compressibility, initial void ratio, compression and swelling indices, coefficient of consolidation and permeability. Adding PAM caused the cracking potential of soils to decrease. Moreover, to have a better interpretation of the stabilisation mechanism as well as the microstructural changes induced by PAM, the field emission scanning electron microscopy and X-ray diffraction analyses were conducted on the soils. The results demonstrated that the PAM additive enables physical bonding between soil particles rather than chemical reactions. In other words, PAM does not change the soil in terms of the atomic structure of clay particles, rather it alters the whole structure of the clay mass by accumulating particles and creating a strong connection network between them by flocculating the aggregates.

Evaluasi Pemadatan Tanah pada Proyek Pembangunan Gedung

Soil compaction is one of the robust methods to improve the strength and compressibility of earthwork since the method is more efficient and practical. However, the compaction work must be evaluated to meet the maximum dry density (MDD) required from the standard laboratory compaction test. The common method used for the evaluation of field density is the sand-cone test. The main objective of this study was to investigate the relative compaction of the borrow-fill at the building construction using the sand-cone test. The test procedure followed the ASTM D1556/D1556M-15e1 and ASTM D698-12e2 for sand-cone test and Proctor standard compaction test. Statistical analysis was performed to evaluate the density and moisture obtained from the field test at Dorm and Research and Innovation Center (RIC) project construction. The probability (p) of the compaction work exceeded the 0,9 MDD or Rc=90% was calculated p=13% and p=18%. The results corresponded to average relative compaction (Rc) of 80% and 82% at the Dorm and RIC project, respectively, with the deviation standard of 8.69 dan 8.81.

Effect of Tire Buffings Addition on Compaction Properties of Bentonite-Sand, Bentonite-Rock Dust, and Bentonite-Sand-Rock Dust Mixes

Abstract: In landfills, the compacted bentonite-sand (B:S) combination is widely employed as a liner. Since sand is a scarce and expensive material, other waste materials such as rock dust which possess similar properties are used instead of sand, or in other cases, both sand and rock dust are mixed in varying proportions along with bentonite. Urbanization and population explosion have triggered the continuous increase in industrial waste output, particularly waste tires, which posed several challenges to mankind. Incorporating wastes tire as raw resources have been suggested in various industries. Waste tires as stabilizers and investigation of geotechnical properties of the composite can help to minimize pollution while also providing economic and scientific benefits. Past research indicates short fibre has been shown to improve the ductility, toughness, and resistance to tensile cracking of clays. Fibre-shaped tire buffings or tire dust (T) from the retreading process can be used as a fibre reinforcing element in a liner. The objective of this study is to examine the effect of fibre-shaped tire dust (T) addition on the compaction characteristics of bentonite-sand (B:S),bentonite-rock dust (B:R), and bentonite-sand-rock dust(B:S:R) mixes. Locally available sand and rock dust, and commercially available bentonite have been used in this research. The gradation of the (T) used is equivalent to poorly graded sand. Here, all the mixes were prepared with different (T) contents (2 to 16%), and the standard compaction tests were performed. The results reveal that when the tire dust increases, the variation in the optimum moisture content and maximum dry density follow a consistent and predictable pattern. To put it another way, with the increase in the percentage of tire dust in the combination, the optimum moisture content increases while the maximum dry density decreases. Additionally, relationships were offered to predict the maximum dry density and the optimum moisture content with various tire dust content of the composite to be functional in the field

A 3D empirical model of standard compaction curve for Thailand shales: Porosity in function of burial depth and geological time

Abstract Shale rock formed from small clay particles, and shale compaction is an essential factor to estimate shale reserves. The classical Athy’s model has been used to obtain the shale compaction curve to describe the relationship between porosity and depth, an essential input data for basin modelling. But recent studies revealed that burial time, among other factors, should be considered and that geological age is another important factor in some regions. This is because geological and lithological histories are crucially different among geological ages. This study employed the newest data of Thailand shales and confirmed that different geological ages (Cenozoic, Mesozoic, and Paleozoic ages) require different shale compaction curves by estimating numerical geological time with the relationship of velocity and depth in each geological age. We obtained empirical models of the shale compaction curve of each geological age by multi-linear regression. The standard curve of shale compaction with the relationship among porosity, depth, and time, proposed in a previous study, was also re-affirmed with the newly obtained models.

On the equivalence of Sobolev norms in Malliavin spaces

We investigate the problem of the equivalence of Lq-Sobolev norms in Malliavin spaces for q∈[1,∞), focusing on the graph norm of the k-th Malliavin derivative operator and the full Sobolev norm involving all derivatives up to order k, where k is any positive integer. The case q=1 in the infinite-dimensional setting is challenging, since at such extreme the standard approach involving Meyer's inequalities fails. In this direction, we are able to establish the mentioned equivalence for q=1 and k=2 relying on a vector-valued Poincaré inequality that we prove independently and that turns out to be new at this level of generality, while for q=1 and k>2 the equivalence issue remains open, even if we obtain some functional estimates of independent interest. With our argument (that also resorts to the Wiener chaos) we are able to recover the case q∈(1,∞) in the infinite-dimensional setting; the latter is known since the eighties, however our proof is more direct than those existing in the literature, and allows to give explicit bounds on all the multiplying constants involved in the functional inequalities. Finally, we also deal with the finite-dimensional case for all q∈[1,∞) (where the equivalence, without explicit constants, follows from standard compactness arguments): our proof in such setting is much simpler, relying on Gaussian integration-by-parts formulas and an adaptation of Sobolev inequalities in Euclidean spaces, and it provides again quantitative bounds on the multiplying constants, which however blow up when the dimension diverges to ∞ (whence the need for a different approach in the infinite-dimensional setting).

Combined Effect of Marble Dust and Waste Paper Sludge in Improving Engineering Properties of Black-cotton Soil of Gelan Area, Ethiopia

Black-cotton soil creates a problem in construction sites of Gelan area, Ethiopia because of its swell and shrinks behavior due to moisture change. In the present study, an alternative method of soil stabilization using the combined effects of Marble dust and waste paper sludge is investigated based on laboratory test results. Standard compaction and unconfined compressive strength tests were performed by mixing Black-cotton soil with waste paper sludge of 5, 10 and 15% by mass of soil. From the tests and experimental studies, addition of 5% waste paper sludge is obtained as optimum blend to improve soil strength. Therefore, soil is mixed with varying percentages of marble dust (i.e., 10, 20, 30 and 40%) in addition to 5% waste paper sludge which resulted in significant improvement of the soil plasticity, swelling and strength characteristics. From the study it is concluded that addition of 5% waste paper sludge with 30% marble dust is the optimum amount to improve the engineering properties of the Black-cotton soil

Stabilization of Soil Using Fly Ash

Abstract: Soil is the basic foundation for any civil engineering structures. It is required to bear the loads without failure. In some places, soil may be weak which cannot resist the oncoming loads. In such cases, soil stabilization is needed .Numerous methods are available in the literature for soil stabilization, But sometimes, some of the methods like chemical stabilization; lime stabilization etc. adversely affects the chemical composition of the soil. In this study, fly ash mixes with clay soil to investigate the relative strength gain in terms of unconfined compression, bearing capacity and compaction. The effect of fly ash on the geotechnical characteristics of clay-fly ash was investigated by conducting standard Proctor compaction tests, unconfined compression test, CBR tests and permeability test. The tests were performed as per Indian Standard specifications. Index Terms: Soil, Fine Fly Ash Mixture, Soil Stabilization.

Stabilization of a highly expansive soil using waste-tire-derived aggregates and lime treatment

This study investigates the combined efficacy of waste-tire-derived aggregate (TDA) materials and hydrated lime on the compactability, compressive strength and swelling potential of a highly expansive soil from South Australia. A total of 21 mix-designs, covering a comprehensive range of soil–TDA–lime combinations, were examined through standard Proctor compaction, unconfined compressive strength (UCS) and oedometer swell tests. The mobilized UCS exhibited a ‘rise–fall’ behavior, peaking at 5% TDA content and subsequently decreasing (monotonically) for higher inclusions of TDA. Increasing the TDA mean particle size (from 1.67 to 3.34 mm) also contributed positively to the UCS development. Addition of TDA to the soil/soil–lime-blends produced notable reductions in the swelling potential; the reduction was primarily governed by higher TDA contents, and, to a lesser degree, for larger TDA mean particle sizes. However, the role of TDA particle size in reducing swelling was found to be more significant than that of enhancing the UCS. As expected, lime treatment of the soil–TDA blends provided major further improvements to the UCS and swelling potential reduction; the achieved UCS improvements being positively proportional to the lime content and curing time. In view of the experimental results, soil–lime blends containing TDA to soil–lime mass ratios of up to 10% (preferably employing coarse-sand-sized equivalent TDA) can be deemed as suitable choices (capable of adequately mitigating the swelling potential, while simultaneously enhancing the UCS).

Effects of basalt fibres on strength and permeability of rice husk ash-treated expansive soils

The application of stabilised soil in agricultural construction works such as shallow foundation fills and subgrade material for farm roads is in demand due to the improved geotechnical properties. This study focused on improving the compressive capabilities and the permeability characteristics of rice husk ash (RHA)-treated clayey soils using basalt fibre. Basalt fibres are made from naturally occurring basalt rock, yet their use in soil stabilisation has not been realised due to limited research for its validation in ground stabilisation. Essential variables in the stabilised soil matrix included basalt fibre length (3 mm, 6 mm, and 12 mm), RHA percentages (5%, 10%, and 15%), and cement percentage (3%). In addition, the optimum moisture content of each admixture was determined by standard proctor compaction tests and reduced by 3% to prepare the specimens for unconfined compression strength test, constant head permeability test, and scanning electron microscope (SEM) test. It was observed that the unconfined compression strength of the RHA-basalt fibre stabilised clayey significantly increased when the specimens wet cure for 28 days. Similarly, adding fibres into the soil improved the permeability coefficient. The SEM test showed a porous morphology that increased permeability. Furthermore, through SEM, the randomly oriented basalt fibres’ portrayed the reinforcing phenomenon related to improved compressive strength and sufficient bearing capacity to support structures built upon this class of soils.

Effect of laboratory compaction mode, density and suction on the tensile strength of a lime-treated silty soil

Facing the need to adopt a laboratory compaction method of natural or lime-treated soils which is repeatable and representative of real in-situ compaction conditions for dike or road constructions, the effects of compaction mode, dry density and suction on the tensile strength of natural and lime-treated silty soil compacted in laboratory have been investigated in a systematic way. Soil specimens were prepared from three different modes of compaction: the static kneading compaction, the standard Proctor compaction and a dynamic in-mold compaction. For kneading and Proctor compaction, small cylindrical samples were extracted at different locations in larger compacted specimen with a milling machine controlled by computer. On the contrary, the so-called “in-mold compaction” consists in compacting the soil in a mold with the final required dimensions. The small cylindrical samples were then submitted to various suctions from 0 to 2000 kPa during seven days. At the end, dry density of samples was measured with a 3-dimensionnal scanner and tensile strength was determined from indirect (Brazilian) tensile tests. The same investigation was also performed, with similar number of specimens, on untreated soil. In-mold compaction provides the best repeatability of obtained tensile strength (essentially because of the controlled and uniformly distributed dry density though the specimen) but is not representative of real compaction condition. Also, it is observed that the tensile strength of untreated soils is strongly affected by suction level and slightly by dry density. At the opposite, for lime-treated soil, little variations of dry density may have a significant impact on the tensile strength while suction plays a secondary role. This study reveals that, when compacted lime-treated soils are used as a bearing element (like in road subgrades or subbases), a particular attention must be paid on the quality of compaction process to avoid under-compacted zones that could lead to material weakness.

Effects of hydrophilic and hydrophobic nanosilica on the hydromechanical behaviors of mudstone soil

In this study, the effects of hydrophilic (HPI) and hydrophobic (HPO) nanosilicas (NS) on the hydromechanical properties of mudstone soil were investigated in a laboratory. Mudstone soil samples treated with different contents (0.3%, 0.6%, 0.9%, and 1.2%) of both types of NS were prepared and rigorously examined through standard Proctor compaction, unconfined compression, three-dimensional volumetric shrinkage, and one-dimensional consolidation tests. In addition to the hydromechanical tests, nondestructive tests, including X-ray diffraction, X-ray fluorescence, and Fourier-transform infrared spectroscopy, were employed to inspect the geochemical and mineral composition of treated and untreated samples. Finally, scanning electron microscopy was used to monitor the packing state of the specimens. The experimental results reveal that the shrinkage and compressibility characteristics of mudstone soils can be significantly improved through NS treatment. In particular, the results demonstrate that the mudstone soils treated with 0.3% NS, regardless of type, had the highest compressive strength. Our results provide insight into the contribution of NS to the hydromechanical properties of mudstone soils and suggest that NS-HPI may be a better treatment than NS-HPO due to its improved ability to strengthen mudstone soils.

Influence of aggregate gradation and compaction on compressive strength and porosity characteristics of pervious concrete

ABSTRACTThis study examined the influence of aggregate gradation on compressive strength and porosity in Pervious Concrete (PC) subjected to various compaction efforts. Two aggregate gradations 12–18 and 18–25 mm were recombined in different proportions in the range of 10–50% to obtain five different gradations. PC specimens were cast with these five aggregate gradations by applying standard Proctor compaction, varying efforts from 0 to 75 blows. Test results indicated that wet density and compressive strength increased with compaction effort at higher rate for specimens casted with Aggregate-to-Cement (A/C) ratio 2.5 than 5.0, but porosity reduced at almost the same rate for both A/C ratios. Compressive strength reduced when aggregate gradation with larger size particles increased, however porosity increased. Altering aggregate gradation or compaction effort yielded no significant change in PC properties for A/C ratio of 5.0 than it did for 2.5. The developed mathematical models predicted compressive strength and porosity of PC mixes in terms of aggregate gradation and compaction effort. The highest mean deviation and relative error of model prediction were 1.377 MPa and 10.4% for compressive strength, and 1.414% and 5.8% for porosity, respectively.

Engineering Performance of Fly Ash Stabilized Çatalağzı Clay

Stabilizing of soils can be done with physical, chemical and hydraulic methods. Chemical stabilization is one of the most widely used method among them. In this study, low plasticity Çatalağzı clayey soil is chosen as a research material. F type of fly ash are used as a chemical additive. Soil is mixed with various amount (0%, 10%, 20% and 30%) of fly ash. Index tests (hydrometer, specific gravity, liquid limit, plastic limit and standard compaction) were performed on clayey soil. Then samples prepared with optimum water content obtained from standard compaction test were exposed to unconfined compressive strength (UCS), moisture condition value (MCV) and California bearing ratio (CBR) tests. Curing time are selected as 0, 7 and 28 days for UCS test. Curing for CBR test includes 28 days air curing and 4 days full soaking. MCV has no curing time. Addition of fly ash increase the UCS of untreated soil. UCS of samples for S10FA, S20FA and S30FA having 7 day of curing time is 1.46, 1.51 and 1.53 times of the Çatalağzı clay of having no curing time. Rate of increase in UCS gets slow down after 7 days. MCV of S10FA is 18.3 while it is 12.2 for Çatalağzı clay which means 50% increase. Fly ash content after 10% have no significant change and even decrease slightly. CBR values are increased with an addition of fly ash also. It has been concluded that this type of fly ash increases the engineering performance of untreated clay but it is not suitable to be a subgrade for highway when taking into account of CBR value

Stabilization of Soft Clay from Bukit Rawi using Portland Composite Cement

One method for stabilizing soft clay is to mix it with cement. Portland composite cement (PCC) is a cement produced by grinding together portland slag and gypsum with one or more inorganic materials that is suitable for stabilization of soft soils. The purpose of this study was to mix soft clay from Bukit Rawi, Central Kalimantan with PCC, which was then tested for unconfined compression strength (UCS) and the California Bearing Ratio (CBR) to see if it could be used as a road subgrade. Soft soil from Bukit Rawi was mixed with PCC with percentages of 6%, 8%, 10%, and 12% on a dry weight basis. The mixture was tested by Proctor standard compaction to obtain the optimum moisture content and maximum dry density. At these optimum conditions, UCS and CBR tests were carried out. The findings reveal that adding PCC to Bukit Rawi soil enhances UCS and CBR, which were previously 3.47% of CBR and 0.67kg/cm2 of UCS. The addition of PCC with a level of 2‒3% is planned for field application, because it is considered capable of fulfilling the requirements as a subgrade layer with a CBR of 15%. Furthermore, 12 percent PCC is required in the combination as a foundation (minimum 20kg/cm2 of UCS).

On bed porosity of multisized spheroidal particles / Da porosidade de partículas esferoidais polidispersas

In numerous instances of engineering the problem to quantify the porosity of polydisperse systems arises. Despite its great importance, the theoretical predictability of the bed porosity is still problematic. In the field of ceramics, classically, Furnas' studies on porosity are quoted, where he has studied void fraction resulting from blending two distinct particle sizes in various proportions. Less often, ternary diagrams plotting porosity isovalues for spherical particles beds are used to characterize ternary mixtures of distinct monosized particulate systems (usually in ceramics industry). Although similar studies using polydisperse systems have been conducted, a lot of improvement is yet to be achieved. This article falls in this context and aims at contributing to this field of technical and economic impact. Synthetic samples with controlled particle size distribution were used. The resulting porosity of those glass beads random packs (mimicking several size distributions described by Rosin–Rammler equation) has been experimentally determined under a standardized compaction level. The main result was to obtain an equation for the porosity forecast for bead beds inside spheroidal containers, as a function of the sharpness parameter, n, from Rosin–Rammler distribution. An accurate extrapolation to systems well described by the Whiten sigmoidal distribution was achieved as well. A generalization of the Ergun equation is presented at the end of the article, as an application example.

Suitability Assessment of Marble, Glass Powders and Poly-Propylene Fibers for Improvement of Siwalik Clay

Raising of the Mangla Dam in Pakistan submerged about 15,780 acres of land, resulting in the relocation of 8020 inhabitants to a newly developed town named New City. The new site, consisting of 1300 acres, is in the sub-tropical zone and comprises badland topography. The parent soils (Siwalik clay) pose infrastructure serviceability issues, causing immense loss to property. The study aims to improve the properties of Siwalik clay (base soil) using industrial wastes like marble and glass powders (5 to 20%) and polypropylene fibers (0.25 to 1.25%) as modifiers. Laboratory tests including grain size distribution, Atterberg limits, standard Proctor compaction, unconfined compression, indirect tensile strength, swell potential, and California bearing ratio were conducted on the control and modified clay samples. The results showed that unconfined compressive strength (UCS) and swelling strains (SS) were increased by 43% and 8% at 1.57 kPa pressure with 15% replacement of marble powder. However, the addition of the 20% glass powder and 0.5% polypropylene fibers not only improved UCS by 110% and 39%, but also reduced SS by 27% and 86%, respectively. The capital construction cost of 1 km long road with modified subgrade using 15% glass powder was reduced by 16% whereas it increased for marble powder and polypropylene fibers by 22% and 17%, respectively. All modifiers had very low hazard to adjoining aqueous environment. Conclusively, glass powder and polypropylene fibers can be used as environmentally-friendly soil improvement modifiers, leading towards sustainable solutions of the serviceability problems.

Optimization of Mechanical Crimping in the Terminal Crimping Process Using a Response Surface Methodology

This research aims to optimize the tensile mechanical properties in the terminal crimping process in the terminal 064 series using central composite designs (CCD) of response surface methodology (RSM) on pull force using the Minitab 18 Program. Pull force testing is the mechanical property of the indicator in the crimping process. Three independent variables of the crimp dimensions were studied, including crimp height, crimp depth, and crimp width. The optimum crimp dimensions to sustain a maximum impact pull force of 13.60 Kgf were a crimp height of 1.25 mm, crimp depth of 2.36 mm, and crimp width of 1.48 mm for a compaction ratio of 18.63%. The tolerance on the crimp height of 0.05 mm maintained the compaction ratio within the SAE/USCAR-21 Revision 4 standard compaction range of 15 to 20%. This specification requires three consecutive crimp heights to pass electrical and mechanical tests. Using samples built to this compaction range provides the best opportunity to pass such tests whilst also addressing the problem of loose wire strands for a pull force of more than 8 Kgf. Finally, an optimization analysis is carried out to select the finest conditions for the process.

Geo-environmental and geotechnical characterization of municipal solid waste from the selective collection in São Paulo city, Brazil

This paper presents the characterization of municipal solid waste (MSW) randomly collected from two material recovery facilities in São Paulo city, before (input — recyclables) and after (output — rejects) the sorting processes. Geo-environmental and geotechnical tests were performed on shredded samples and a digestion method was applied to detect the metals As, Cd, Cr, Cu, Fe, Mn, Ni, Pb, and Zn concentrations using an ICP OES. The objective was to assist future activities of integrated solid waste management and soil pollution. Results showed different particle sizes comparing the input (44.6%) and the output MSW (75.1%) passing through the 100-mm sieve. Organic matter and ash contents indicated the influence of inorganic carbon due to the plastics’ presence, with values varying between 6 and 13%. The pH values obtained were neutral and the electrical conductivity of the MSW rejects suggested a higher amount of ions, with values above 1000 µS/cm. Metals analyses show that Cd, Cu, Ni, Pb, and Zn are present in high concentrations, depending on the types of the materials. Standard Proctor compaction curves yielded maximum dry unit weight varying from 6.6 to 10.0 kN/m3 and optimum moisture contents from 20 to 42%. Cohesion ranged from 1.3 to 31.3 kPa and friction angle from 3.2 to 42.9°. The results are comparable with those obtained for other countries using different MSW treatments and contribute to the data basis for MSW from the selective collection, aiming the integrated solid waste management, serving for other countries that adopt MSW sorting and recycling.Supplementary InformationThe online version contains supplementary material available at 10.1007/s11356-021-18281-w.