Models of compacted fine-grained soils used as mineral liner for solid waste

Sivrikaya, Osman

doi:10.1007/s00254-007-1142-7

Cited by 34 publications

(27 citation statements)

References 16 publications

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“…The equation derived with RQD, SPI, and Aperture showed the best prediction for Gt (Equation (36)). Six equations derived with multiple nonlinear regression analyses and one equation derived with simple regression analysis exhibit significant prediction performance (Equations (10), (23), (27), (30), (31), (34), and (35)).…”

Section: Results and Conclusionmentioning

confidence: 99%

“…This formation is impermeable and about 1 This unit outcrops at the reservoir area and downstream side of the Mut dam site. boreholes showed that this formation has a thickness of approximately 40-50 m alo Regression analyses as statistical methods are widely used in geotechnical and rock engineering practice (e.g., Hoek and Brown [27]; Apte et al [28]; Akca [29]; Uddameri [30]; Sivrikaya [31]; Zorlu et al [32]; Yagiz et al [33]; Yagiz and Gokceoglu [34]; Chen-Chang et al [35]; Valia and Arpa, [36]; Azimian and Ajalloeian R [10]; Farid and Rizwan [15]; Öge and Çırak [37]; Rahimi et al [38]). Average values of rock mass properties of karstic limestone block (Q value, RQD, GSI, JSP, Ap, Lu, SPI, k) and average Gt were calculated (Table 9).…”

Section: Simple and Multiple Regression Analysesmentioning

confidence: 99%

“…A 1:1 line was drawn in order to assess better the placement of the equations. Equations (23), (27), (30), (31), (34), and (35) show better performance according to the accumulations of data along the 1:1 line. On the other hand, all equations also show better performance.…”

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confidence: 99%

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An Assessment on Permeability and Grout Take of Limestone: A Case Study at Mut Dam, Karaman, Turkey

Kayabaşı

Gökçeoğlu

2019

Water

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The main purposes of the present study are to evaluate pilot grouting and to develop regression equations for prediction of grout intake. There are no permeability problems with the sandstone-siltstone-claystone alternations and basement clayey limestone at the dam site. Karstic limestone block is permeable due to karstification and heavy discontinuities. For the purpose of the study, Q system, geological strength index (GSI), secondary permeability index (SPI), joint spacing (JSP), joint apertures (Ap), Lugeon (Lu), and the permeability coefficient (k) were determined. Karstic limestone block rock mass properties correlated with grouting material amount. A series of simple and multiple nonlinear regression analyses was performed between grout take material amount (Gt) and average values of these rock mass properties. Significant determination coefficients were determined. Prediction capacity of the empirical equations were also examined with root mean square error (RMSE), values account for (VAF), mean absolute percentage error (MAPE), and prediction error evaluations. Considering simple regression analyses, the equation derived with Gt-SPI gives the best performance. The best prediction is determined with the equation derived with rock quality designation values (RQD), SPI, and joint aperture as input parameters with the multiple nonlinear regression analysis, in addition to this, other empirical equations also provide acceptable results.

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Section: Results and Conclusionmentioning

confidence: 99%

Section: Simple and Multiple Regression Analysesmentioning

confidence: 99%

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An Assessment on Permeability and Grout Take of Limestone: A Case Study at Mut Dam, Karaman, Turkey

Kayabaşı

Gökçeoğlu

2019

Water

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“…This ap plies par tic u larly to co he sive soils, for which the Proc tor test is es pe cially long and com plicated. Nu mer ous anal y ses were con ducted to de velop em pir ical de pend ence of r ds and w opt pa ram e ters on other geotechnical pa ram e ters, such as the Atterberg lim its (liq uid and plas tic lim its), plas tic ity in dex, gran u la tion and com pac tion en ergy, us ing sta tis ti cal mod els (Gurtug and Sridharan, 2004;Sivrikaya, 2008;Sivrikaya et al, 2008) and evo lu tion ary poly nomial re gres sion, as well as ar ti fi cial neu ral net works (Singha and Wang, 2008;Alavi et al, 2010;Ahangar-Asr, 2011). A review of these re la tion ships was car ried out in a num ber of ar ticles, among oth ers by D¹bska and Pisarczyk (2012), and .…”

Section: Introductionmentioning

confidence: 99%

Data compression by Principal Component Analysis (PCA) in modelling of soil density parameters based on soil granulation

Sulewska

Zabielska-Adamska

2014

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1 Bialystok Uni ver sity of Tech nol ogy, Fac ulty of Civil and En vi ron men tal En gi neer ing, Wiejska 45A, 15-351 Bia³ystok, Po land Sulewska, M., Zabielska-Adamska, K., 2015. Data com pres sion by prin ci pal com po nent anal y sis (PCA) in mod el ling of soil den sity pa ram e ters based on soil gran u la tion. Geo log i cal Quar terly, 59 (2): 400-407, doi: 10.7306/gq.1169The pa ram e ter for the den sity spec i fi ca tion of nat u rally com pacted non-co he sive soils and soils in em bank ments of hy draulic struc tures is the den sity in dex (I D ). The pa ram e ter used to con trol the qual ity of com pac tion of co he sive and non-co he sive soils ar ti fi cially thick ened, em bed ded in a va ri ety of em bank ments is the de gree of com pac tion (I S ). In or der to de ter mine the pa ram e ters of den sity (I D or I S ), com pac tion pa ram e ters (r dmin , r dmax or r ds , w opt ) should be ex am ined in a lab o ra tory, which often is a long and dif fi cult pro ce dure to carry out. There fore, there is a need for meth ods of im prov ing and short en ing the test of com pac tion pa ram e ters based on the de vel op ment and ap pli ca tion of use ful cor re la tions. Since com pac tion pa ram e ters are de pend ent on the soil gran u la tion, a method based on re gres sion and ar ti fi cial neu ral net works was ap plied to de velop required cor re la tions. Due to the large num ber of in put vari ables of neu ral net works in re la tion to the num ber of case stud ies, a PCA method was used to re duce the num ber of in put vari ables, which re sulted in re duc tion in the size of neu ral net works.Key words: ar ti fi cial neu ral net works, prin ci pal com po nent anal y sis, com pac tion pa ram e ters, min i mum and max i mum dry den sity of solid par ti cles, grain ing pa ram e ters.

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“…Some of the advantages of CCL over geosynthetics are higher durability, potential for adsorbing some contaminants, capable of tolerating higher overburden pressure and lower costs when available at a relatively close distance (Kalkan, 2009;Sivrikaya, 2008). Some of the advantages of CCL over geosynthetics are higher durability, potential for adsorbing some contaminants, capable of tolerating higher overburden pressure and lower costs when available at a relatively close distance (Kalkan, 2009;Sivrikaya, 2008).…”

Section: Introductionmentioning

confidence: 99%

A performance-based method for calculating the design thickness of compacted clay liners exposed to high strength leachate under simulated landfill conditions

2012

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Compacted clay liners (CCLs) when feasible, are preferred to composite geosynthetic liners. The thickness of CCLs is typically prescribed by each country's environmental protection regulations. However, considering the fact that construction of CCLs represents a significant portion of overall landfill construction costs; a performance based design of liner thickness would be preferable to 'one size fits all' prescriptive standards. In this study researchers analyzed the hydraulic behaviour of a compacted clayey soil in three laboratory pilot scale columns exposed to high strength leachate under simulated landfill conditions. The temperature of the simulated CCL at the surface was maintained at 40 ± 2 °C and a vertical pressure of 250 kPa was applied to the soil through a gravel layer on top of the 50 cm thick CCL where high strength fresh leachate was circulated at heads of 15 and 30 cm simulating the flow over the CCL. Inverse modelling using HYDRUS-1D indicated that the hydraulic conductivity after 180 days was decreased about three orders of magnitude in comparison with the values measured prior to the experiment. A number of scenarios of different leachate heads and persistence time were considered and saturation depth of the CCL was predicted through modelling. Under a typical leachate head of 30 cm, the saturation depth was predicted to be less than 60 cm for a persistence time of 3 years. This approach can be generalized to estimate an effective thickness of a CCL instead of using prescribed values, which may be conservatively overdesigned and thus unduly costly.

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Models of compacted fine-grained soils used as mineral liner for solid waste

Cited by 34 publications

References 16 publications

An Assessment on Permeability and Grout Take of Limestone: A Case Study at Mut Dam, Karaman, Turkey

An Assessment on Permeability and Grout Take of Limestone: A Case Study at Mut Dam, Karaman, Turkey

Data compression by Principal Component Analysis (PCA) in modelling of soil density parameters based on soil granulation

A performance-based method for calculating the design thickness of compacted clay liners exposed to high strength leachate under simulated landfill conditions

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