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Dilatometer Test Calibrations for Evaluating Soil Parameters

Dilatometer Test Calibrations for Evaluating Soil Parameters Acta Sci. Pol. Architectura 20 (3) 2021, 27–38 content.sciendo.com/aspa ISSN 1644-0633 eISSN 2544-1760 DOI: 10.22630/ASPA.2021.20.3.23 O R I G I N A L P A P E R Received: 12.08.2021 Accepted: 14.09.2021 DIla TOmeTeR Tes T Cal IbRa TIONs f OR ea v l Ua TINg s OIl pa Rame TeRs Simon Rabarijoely In�titute of Civil Engineering, War�aw Univer�ity of Life Science� – SGGW, War�aw, Poland abs TRa CT Strength and deformation parameters are used on every step of a foundation engineering design. They are ne- cessary for the initial estimation of the subsoil bearing capacity and also for acceptance of the final method of the construction foundation. There are many effective in situ  methods for the evaluation of these parameters. Based on data from the Marchetti dilatometer (DMT) tests obtained from the experimental Stegny site and the planned WULS-SGGW stadium, analysis and interpretation of results was performed. The uncertainty obtained from DMT tests is shown by mathematical methods. Selection criteria of the testing technique are presented. Limitations concerning the applied methods and the complex interpretation of the results of in situ investigations are shown. Key words: geotechnical parameters, in situ investigations, cohesive soil significant impact on their correctness (Godlewski & INTRODUCTION Szczepański, 2012, 2015). Therefore, a precise analy- In the broadly understood engineering activity, the main sis of the obtained results is recommended each time. problem faced by engineers after selecting the location The article presents the principles of the selection of of the facility is the need to determine its foundation. sounding and the most frequently used field research Geotechnnical investigation is a very significant part methods in Poland. The state of knowledge concerns of the design phase of all engineering structures. Field the methodology and methods of interpretation of the tests should be used, often simultaneously with labora- results; furthermore, analysis of research results from tory tests (Głuchowski & Sas, 2020; Lech, Skutnik, the Warsaw University of Life Sciences – SGGW Bajda & Markowska-Lech, 2020; Wierzbicki et al., (WULS-SGGW) Campus and the experimental Steg- 2021). The increase in the popularity of field tests ny site are presented. The DMT research was carried resulted from significant progress in the construction out on the WULS-SGGW Campus; it proved that in of new test devices, the level of interpretation of the the subsoil occur thick grey boulder clays of the Odra obtained results, the possibility of obtaining a con- Glaciation and brown boulder clays of the Warta Gla- tinuous stratigraphic profile of the subsoil, and tests ciation, and the phenomena occurring in the past had carried out in calibration chambers. However, it is im- significant impact on the complex geological structure portant to understand the quality and meaning of the of the area. The Marchetti dilatometer (DMT) was parameters that are determined by in situ testing and to also used to examine the area of the experimental know the limitations of analyzing the factors influenc- Stegny site. The research shows that most of the area ing the measured parameters during the test, as it has below 4 m is covered with interbedding Pliocene clays Simon Rabarijoely h http ttp�:�:��or ��orcid cid.or .org g�0000 �0000 0000 �0002 �0002 �0002 �4409 �4409 �4409 �22 �22���� �22�� �imon_rabarijoely@�ggw.edu.pl © Copyright by Wydawnictwo SGGW Rabarijoely, S. (2021). Dilatometer te�t calibration� for evaluating �oil parameter� Acta Sci. Pol. A A�� c c�� i it t�� c ct t���� a a���� �� �� (�), 27–�8. doi: 10.226�0�ASPA.2021.20.�.2� and cohesive loams with a predominance of clays. In ma TeRIal a ND meTHODs a further step, the uncertainty of the results of DMT The selection and use of field tests should be based tests was assessed. The research was carried out on on the predicted design and type of structure, e.g. type the above-mentioned facilities. The uncertainty of the of foundation, methods of improving or maintaining pressure p and p values from DMT was determined 0 1 the structure, location and depth of structure founda- using mathematical methods, and the calculations are tion. During the selection of in situ methods and the included in this paper. location of research sites, the study results and field The next chapter contains the methodology of cal- control should be taken into account (Table 1). The culations to determine the values of strength and de- tests are performed in sites characterized by variable formation parameters following the approach of Lars- ground conditions with regard to soil, deposits and son (1989), and examples of calculation results for groundwater. selected profiles in the experimental Stegny site and in Soil surveys are usually carried out in stages the planned WULS-SGGW stadium site are presented. depending on the problems that arise during plan- The aim of this article was, among others, to validate ning, design and construction of the actual project. the obtained results of DMT tests, from which, after The following phases are distinguished: preliminary a thorough analysis, the correctness of the sounding research on the location and design of the building; results was assessed. Table 1. Selection of ground investigation methods in different stages according to ENV 1997-2:2007 (Polski Komitet Normalizacyjny [PKN], 2007) RECOGNITION Studies based on topographic, geological and hydrogeological maps. Interpretation of aerial photos of a given area. Review of archival materials PRELIMINARY RESEARCH COHESIVE SOILS NON-COHESIVE SOILS ROCKS SS, CPT, DP or SPT, SR. Inspection of the area concerned. Discon- CPT, SS, DP or SPT. Sampling (AS, OS, SPT, TP) PMT, tinuity map, SE. In weak rocks: DP, CPT, Sampling (PS, TP, CS, OS) PMT, GW DMT, GWO SPT, SR or CS Preliminary selection of the foundation method DESIGN RESEARCH COHESIVE SOILS NON-COHESIVE SOILS ROCKS pile foundations spread foundations pile foundations spread foundations pile foundations spread foundations SS, CPT, SPT or CPT+DP, SPT SS or CPT, DP. CPT, DP or SPT. SR. Sampling (PS, OS, SR Sampling (PD, OC, Sampling (PS, OS, Sampling (PS, OC, AS, TP). Possibil- The map of the rifts in TP, CS, RDT CS, TP) FYT, DMT AS) PMT, DMT, CS) FYT, PMT, ity PMT or DMT, (PMT in weathered rocks) GW or PMT, GW GW, PIL GWC, PIL (PLT) GW CONSTRUCTION PROJECT In situ tests: SR – soil and rock sounding, SS – static probing, CPT(U) – cone penetration test with pore water pressure measurement, DP – dynamic probing tests, SPT – standard penetration test, PMT – pressuremeter test, DMT – flat dilatometer test, FVT – field vane test, PLT – plate loading test, SE – seismic measurernents, PIL – pile load test, RDT – rock dilatometer test. Sampling: PS – undisturbed samples, CS – structure – core sample, AS – spiral drill sample, OS – open probe, TP – sample from an open excava- tion. Groundwater measurement: GW – free water table, GWO – measurement in an open system, GHE – measurement in a closed system. 28 architectura.actapol.net Rabarijoely, S. (2021). Dilatometer te�t calibration� for evaluating �oil parameter� Acta Sci. Pol. A A�� c c�� i it t�� c ct t���� a a���� �� �� (�), 27–�8. doi: 10.226�0�ASPA.2021.20.�.2� fg design studies; control and monitoring. In the case Glaciation ( Q W) – medium and fine sands with rel- where all tests are performed at the same time, initial ative density D = 0.35–0.55, and clay sands, sandy testing and design testing should be considered si- clays and silt with  I = 0.15–0.20. Layer II repre- multaneously. Three aspects are taken into account in sents glacial deposits of the Warta Glaciation ( Q W) the selection criteria for the ground testing technique: – medium and fine sands with D = 0.30–0.50, and construction safety, performance and economy. Most sandy clay with I = 0.00–0.20 and clay sands with investors are guided in their work by safety at the I = 0.25–0.54, respectively. Layer III is brown gla- lowest cost of geotechnical research. This erroneous cial clay from the Warta Glaciation ( Q W) – sandy approach very often leads to significant reduction of clays with I = 0.00–0.11. Layer IV represents grey in situ and laboratory tests, and then, for example, to glacial clay from the Odra Glaciation ( Q O) – sandy overestimating the expected subsidence of the spread boulder clay with I = 0.00–0.12. Layers III and IV foundations or underestimating the load capacity of are similar in terms of plasticity, but clearly differ piles. This phenomenon may also result partly from in the content of the sand fraction. Sandy clays from the poor knowledge of the designers, often also geo- Layer III contain a few percent more of the sand technicians, about the contemporary field research fraction, which together with the analysis of the and contemporary differentiation of mechanical pa- DMT results was the basis for distinguishing these rameters describing the subsoil properties (Młynarek layers in the subsoil. Layer V consists of fluvial sedi- & Wierzbicki, 2007; Marchetti, 2015; Lechowicz, ments of the Mazovian Interglacial ( Q M) – fine and Rabarijoely & Kutia,, 2 20 01 17 7; ; M Mł ły yn na ar re ek k,, W W Wi i ie e er r rz z zb b bi i ic c ck k ki i i medium sands, in the top represented by very com- & Stefaniak,, 2 20 01 18 8; ; R Ra ab ba ar ri ij jo oe el ly y,, 2 20 01 18 8; ; � �a aw wr rz zy yk kr ra aj j, , pact layers with a relative density D = 0.80–0.90 2019; Tarnawski, 2020). (Table 2). Boulder clays with OCR = 3–7 are similar The article presents only a small range of meth- in terms of plasticity, but clearly differ in the content ods, by which soil parameters can be obtained. When of the sand fraction (Katedra Geoinżynierii SGGW, choosing the methods to be developed, I was guided 2000–2005). by the universality of their use in the world and in Po- The experimental Stegny site is located in south- land, and the correctness of the research results. Based ern Warsaw; here, a few sedimentation cycles, from on the analysis of the test results, the strength and de- sands to clays, were observed in vertical profile. The formation parameters can be determined from correla- entire complex of Pliocene clays comprises: clays, tion dependencies. silty clays (60–70%), silts (10–25%), and sands Taking into account the physical and mechanical (10–20%). The CaCO and organic matter contents properties of the soils, five geotechnical layers were do not exceed 5% and 1%, respectively. The basic isolated in the grounds of the WULS-SGGW Campus. properties of the Pliocene clays are presented in Ta- Layer I consists of fluvioglacial deposits of the Warta ble 2 and Figure 1. Table 2. Index properties of mineral soils in the WULS-SGGW Campus and Stegny sites (Katedra Geoinżynierii SGGW, 2000–2005) Organic Water Liquid Density unit Density specific CaCO content content limit weight of soil weight of soil Sites Soil type content (I ) (w ) (w ) (ρ) (ρ ) om n L s [%] –3 –3 [%] [%] [%] [t·m ] [t·m ] Stegny Pliocene clays – – 19.20–28.50 67.6–88.0 2.1–2.2 2.68–2.73 WULS-SGGW boulder clay – – 5.20–20.10 21.9–26.6 2.0–2.2 2.68–2.73 Campus Layers III, IV architectura.actapol.net 29 Rabarijoely, S. (2021). Dilatometer te�t calibration� for evaluating �oil parameter� Acta Sci. Pol. A A�� c c�� i it t�� c ct t���� a a���� �� �� (�), 27–�8. doi: 10.226�0�ASPA.2021.20.�.2� f ig. 1. Typical geological conditions of the foundation at the WULS-SGGW Campus (a) and at the Stegny test site – bore- hole profile (b) ea v l Ua TION Of THe UNCeRTa INTY Of DmT ranges for p , p measurements can be described by the 0 1 Tes T Res Ul Ts following formulas: Introduction (1) The uncertainty of measurements was assessed for DMT tests on the following sites: the experimental where e is expanded uncertainty, provided that the Stegny site and the planned WULS-SGGW football error measurement distribution is normal (with the stadium. Both tests were carried out in two research expected error value equal to zero) (JCGM, 1993). profiles (for Stegny site: Profiles 1, 2 and 3 (DMT8, DMT9 and DMT10), for WULS-SGGW stadium: estimating the results profiles DMT2 and DMT6). The uncertainty of pres- The method of conducting the test ruled out the pos- sures p and p was assessed. Pressure range (i.e. the sibility of ensuring the criteria of repeatability and 0 1 difference between the two extreme results obtained at reproducibility, as the measurements were taken once the same level), variance, value of standard deviation, in any given place. In order to analyze the variability, repeatability of the results and uncertainty value (Joint pseudosamples, i.e. pairs of results obtained from ad- Committee for Guides in Metrology [JCGM], 1993) jacent sites, were used. It was assumed that the distri- were calculated. bution of the trait is relatively similar in places closed to each other (JCGM, 1993). The tests of these three Determining the uncertainty DMTs were carried out there at a distance of 0.5 m Based on field tests, p and p were calculated for the around the boreholetest, and at maximum radius up 0 1 successive insertion depths of the dilatometer blade to 10 m there are a total of 10 DMT profiles (from (Table 3). The p , p , ..., p are the ordinal results of DMT1 to DMT10). I would like to emphasize that on 01 02 0m the value measurements, and p , p , ..., p are analo- this site an almost homogeneous layer was observed. 11 12 1m gous results for p . The boundaries of the uncertainty A total of 40 samples were collected at the WULS- �0 architectura.actapol.net Rabarijoely, S. (2021). Dilatometer test calibrations for evaluating soil parameters Acta Sci. Pol. Architectura, 20 (3), 27–38. doi: 10.22630/ASPA.2021.20.3.23 -SGGW stadium (OW1–OW14). At the research point in the Stegny site. This is due to the highly consoli- analyzed in the article, where two DMTs were car- dated clays deposited during the Odra and Warta gla- ried out (DMT2 and DMT6), five samples were taken ciations, which influenced the variability of p and p 0 1 (from a depth of 0.5, 1.5, 4.0, 8.0 and 14 m). Due to the measurements. Smaller deviations in the experimental failure to meet reproducibility criteria, the uncertainty Stegny site mean that the terrain is more even there, assessment requires the use of an interval estimation: and the layers of the same soil occur at similar depths, e’ ≤ e ≤ e’’ , based on the extreme estimates result- in contrast to the WULS-SGGW site, which is located p p p ing from the analysis of their variability. The decisive on the Ursynów slope. factor in the variability of measurement results is the depth at which the indications were taken. In order to VALIDATION OF STRENGTH AND DEFORMATION calculate the standard deviation and on this basis esti- PARAMETERS OF COHESIVE SOIL mate the expanded uncertainty e’’’ , a linear regression equation for the dependence of pressure on depth was The aim of this paper is to validate in situ tests and determined, and then the appropriate pressure value shorten the time needed for obtaining on-site results resulting from this equation was subtracted from each and their analysis. The technical tasks included: vali- measurement result (JCGM, 1993). For pressure p dation of soil parameters using several experimental and p , the following results were obtained: comparisons; reduction of the time needed to interpret the results of in situ tests; and shortening the time needed to obtain the parameter estimation algorithm. The expected results were: increasing the accuracy of in situ test results, resulting in a wider use of the procedures applied; reducing the duration of field studies if the tests are carried out faster, they will be more widely used; reduction of the time devoted for the analysis of the results; and increasing confidence in design methods (Spitler, Yavuzturk & Jain, 1999). Comparison of the I according to Marchetti correlations with I according to Larsson D(corr) approach The material index is one of the parameters calculated based on the results obtained from in situ tests. It is defined as follows (Marchetti, 1980): (2) (3) The above formula was presented after observ- ing that the p and p values are relatively similar for 0 1 The above results confirm that, in addition to the clays and completely different for sands. According aforementioned depth, the variability of the measure- to Marchetti (1980), the soils can be classified as fol- ments is primarily influenced by the features of the lows: I < 0.6 clay; 0.6 < I < 1.8 silt; 1.8 < I sand. D D D existing layer. In the case of studies on the WULS- Generally, I provides information about the soil type -SGGW Campus, the deviations are much greater than and can describe it well in natural subsoil. It should be architectura.actapol.net 31 Rabarijoely, S. (2021). Dilatometer te�t calibration� for evaluating �oil parameter� Acta Sci. Pol. A A�� c c�� i it t�� c ct t���� a a���� �� �� (�), 27–�8. doi: 10.226�0�ASPA.2021.20.�.2� mentioned, however, that the material index sometimes Larsson (1989), on the other hand, derived the wrongly describes clay as loam and vice versa, and material index (I ) as the corrected material index a mixture of loam and sand thus describes it as clay. (I ) after analyzing DMT tests performed for pre- D(corr) When using the material index to describe the soil type, consolidated cohesive and organic soils. The influence it should be remembered that it is not determined based of preconsolidation on the change of its value is taken on sieve analysis, but is a parameter describing the soil into account here. Larsson also took into account the mechanical behavior (being a kind of “stiffness index”). presence of anthropogenic soil in the shallowest lay- For example, if a clay sample for some reason is “stiffer” ers. According to Larsson (1989), the corrected mate- than other clays, the sample is likely to be interpreted by rial index (I ) can be determined from the follow- D(corr) the I index as clay (Marchetti, 1980). ing relationships: In order to determine the soil type, based on DMT test results, the Marchetti and Crapps chart (Marchetti & Crapps, 1981) is used (Fig. 2). Based on the rela- tionship between the material index (I ) and the DMT modulus (E ) on a logarithmic scale, it is also possible to determine their condition for mineral soils. Addi- tionally, the values of soil bulk density divided by wa- ter density are assigned to appropriate intervals. (4) where z is the depth [m]. Based on DMT test results carried out in the ex- perimental Stegny site and in the area of the planned WULS-SGGW stadium, the I for the local soil was compared with the corrected index. First, index pa- rameters were calculated for each of the holes, in- cluding I ; later, following the method developed by Larsson (1989), the corrected material index (I ) D(corr) was calculated. According to I values, in which the indicator parameters clearly change, two layers were distinguished in the experimental Stegny site and three layers in the WULS-SGGW stadium area. The results are presented in Table 3 and Figure 3. Table 3. Average value of the material index (I ) and the corrected material index (I ) depend- D(corr) ing on the depth in: the experimental Stegny site and the planned WULS-SGGW stadium Depth I I D D(corr) Site [m] (Marchetti, 1980) (Larsson, 1989) 0.0–4.4 4.2 4.43 Stegny 4.4–10.4 0.9 0.79 WULS- 0.0–2.2 1.1 1.0 -SGGW 2.2–4.0 1.6 1.52 stadium f ig. 2. Chart for estimating soil type and unit weight γ (Layers I, (normalized to γ = γ water) (1 bar = 100 kPa) 4.0–8.6 0.6 0.56 II, III, IV) (Marchetti & Crapps, 1981) �2 architectura.actapol.net Rabarijoely, S. (2021). Dilatometer te�t calibration� for evaluating �oil parameter� Acta Sci. Pol. A A�� c c�� i it t�� c ct t���� a a���� �� �� (�), 27–�8. doi: 10.226�0�ASPA.2021.20.�.2� of the strata and the previously mentioned misinter- (a) preted soils of similar “stiffness”. The I and I D D(corr) values are similar, although the I values are D(corr) closer to correct in terms of borehole results. Determination of strength and deformation parameters A spreadsheet created by Larsson (1989) was used to determine the strength and deformation parameters of soils based on DMT tests. The program is intended for the presentation and evaluation of DMT test re- sults. The program was constructed by Rolf Larsson at Swedish Geotechnical Institute (SGI) to perform calculations according to the guidelines from the SGI Information 10 (Larsson, 1989) and to check the evaluation of the overconsolidation ratio (OCR) and undrained shear strength (c and τ ) presented by Lars- u fu (b) son and Åhnberg (2003) in the SGI Report 61 (Lars- son & Åhnberg, 2003. The results obtained from the computational approach according to Larsson (1989), PN-B-03020 (PKN, 1981) and from laboratory tests are presented in Table 3. It should be noted that the program calculates the undrained shear strength in two ways: (1) parameter τ is calculated according to the Swedish experience fu presented in SGI Information 10. This parameter is of- ten recommended here for normally consolidated soils or heavily preconsolidated clays; (2) parameter c is calculated according to generally accepted empirical formulas, i.e. (5) f ig. 3. Profiles of corrected readings p and p and in- 0 1 dex parameters: the material index (I ) and the The formula uses effective vertical stress and corrected material index (I ) from DMT tests D(corr) overconsolidation ratio, determined on the basis of obtained for Pliocene clay subsoil in the Stegny the DMT test. This parameter is recommended for (a) and for boulder clays in the WULS-SGGW preconsolidated clays, but generally understates the stadium (b) sites shear strength of organic soils. The program also de- termines two values of the constrained modulus: the From the obtained data and based on the interval M parameter is calculated for sands, clays and precon- values determined by Larsson (1989), it can be con- solidated clays and can be used in normal settlement cluded that there are two layers of clay in the area of calculations; and the M parameter is calculated for the WULS-SGGW stadium and clay is the deepest de- normally consolidated clays and only moderately pre- posit. As for the experimental Stegny site, after com- consolidated clays. This parameter can only be used paring the results, residual sand and deeper Pliocene for settlement calculations for a strength below the clay were determined. The results are not correct in preconsolidation stress. The calculation is performed full, which is caused by averaging the indicator values architectura.actapol.net �� Rabarijoely, S. (2021). Dilatometer te�t calibration� for evaluating �oil parameter� Acta Sci. Pol. A A�� c c�� i it t�� c ct t���� a a���� �� �� (�), 27–�8. doi: 10.226�0�ASPA.2021.20.�.2� automatically after all the data have been entered. The p and p parameters, i.e. corrected A and B readings 0 1 due to the membrane inertia resistance, are obtained from the following formulas: (6) (11) (7) where z is zero pressure gauge [bar]. Then the water pore pressure (u ) at depth (z), i.e. hydr every 20 cm, is calculated from the formula where: (12) (8) − c [kPa] (undrained shear strength before dehydra- u  According to Eqs. (2) and (3) given above, the fol- tion of anisotropic clay) lowing parameters are calculated: I and E , i.e. mate- D D rial index and DMT modulus. (13) The first calculation of the adjusted material index consists of calculating a new I taking into account the following ranges: − φ [°] (internal friction angle soil) I < 0.25; 0.25 < I < 0.6; 0.6 < I < 1.8; I > 1.8 D D   D D and adjusting the value depending on E , where: − determination of vertical total stresses (9) (14) − determination of vertical effective stresses (10) − calculation of the lateral stress index according to the Eq. (2), − calculation of the corrected material index accord- ing to the Eq. (4). Larsson (1989) then proposed to perform three it- (15) eration versions of the I calculation in the same D(corr) way as above, however each subsequent iteration uses the newly computed material ratio. Next, more complicated formulas are used to cal- culate the strength and deformation soil parameters, i.e.: M, OCR, c and τ and φ. u fu (16) − τ [kPa] (undrained shear strength) fu �4 architectura.actapol.net Rabarijoely, S. (2021). Dilatometer te�t calibration� for evaluating �oil parameter� Acta Sci. Pol. A A�� c c�� i it t�� c ct t���� a a���� �� �� (�), 27–�8. doi: 10.226�0�ASPA.2021.20.�.2� − OCR [-] (overconsolidation ratio) (17) where: (23) (18) (24) a Nal Ys Is Of THe ObTa INeD Res Ul Ts By analyzing the distribution of parameters according to the Marchetti algorithm, the following values were obtained: τ = 56, 385, 360 kPa; c = no data; σ’ = 0.41, fu u p 3.7, 2.5 MPa; OCR = 7, 6, 5; M = 55, 114, 77 MPa for boulder clay, while for Pliocene clay at a given depth, it was found that the Larsson algorithm gave values of τ = 71, 92, 117, 211 kPa; c = 38, 56, 82, 89 kPa; fu u σ’ = 0.44, 0.58, 0.74, 1.48 MPa; OCR = 4.9, 5.1, 5.4, 6.0; M = 43, 35, 30, 37 MPa, while on the basis of laboratory tests the following results are obtained for boulder clay τ = no data; 273, 240 kPa; c = no data; fu u (19) σ’ = no data; OCR = 2; M = 48, 80, 80 MPa; and for Pliocene clay are: τ = 79, 54, 144, 84 kPa; c = no fu u − M [MPa] (constrained modulus) data; σ’ = 0.14, 0.30; OCR = 2; M = 22.5, 30 MPa. In the computational approach developed by Larsson (1989), several zones corresponding to different types of soil were distinguished in the part concerning cohesive (20) soils (Table 3). The analysis of the test results carried out for selected types of cohesive soils shows that for engineering purposes it is advisable to limit the number where: of areas separated according to the soil type, while fo- cusing on defining zones characterized by different conditions. The proposed modification of the Larsson (21) computational modification, including the separation of two areas: 1 – clay / silt, 2 – peat / gyttja, and zones of different state, determined based on the undrained shear strength (τ ) and the constrained modulus, are presented fu in Eqs. (6)–(24). When analyzing the distribution of the (22) arithmetic mean values of the τ for boulder clays at the fu foundation depth, it was found that the value of τ is as- fu architectura.actapol.net �5 Rabarijoely, S. (2021). Dilatometer te�t calibration� for evaluating �oil parameter� Acta Sci. Pol. A A�� c c�� i it t�� c ct t���� a a���� �� �� (�), 27–�8. sumed to be 305 and 300 kPa for c , while for Pliocene doi: 10.226�0�ASPA.2021.20.�.2� clays the value of τ is assumed to be 154 and 86 kPa fu for c . Taking into account the specific M values of the constrained modulus of the boulder clays and Pliocene clays, they reach 151 and 46 MPa, respectively. The Larsson approach can be used to determine the un- drained shear strength distribution and the constrained modulus in the subsoil of the designed building from the calculations of arithmetic averages. CONCl Us IONs The results of DMT tests according to Marchetti and Larsson after comparing them to laboratory values (laboratory tests in the experimental Stegny site in 2012, research of the Department of Geotechnics on the WULS-SGGW Campus in 2004) allowed for for- mulating the following conclusions: − The validation of the deformation and strength parameters of cohesive soils proves that the most reliable parameter, which complies with the labo- ratory values, is undrained shear strength. From the values calculated according to Larsson (1989), the least similar to the laboratory values are the values of the constrained modulus. The results indicate that the correction of the material index (I ) to cor- rected material index (I ) due to preconsolida- D(corr) tion proposed by Larsson (1989) gave more simi- lar results to the correct results in the case of the WULS-SGGW stadium site, while the Stegny site gave more differring values (The difference can be noticed in the values of strength and deforma- tion parameters: (τ > τ > τ ; fu_Larsson fu_Marchetti fu_laboratory M > M > M ; OCR ≈ _Larsson _laboratory _Marchetti _Larsson ≈ OCR < OCR ; σ’ < _Laboratory _Marchetti p_laboratory < σ’ ). p_Marchetti − Using the dependencies developed by Larsson (1989), it is possible to significantly shorten the time of interpreting the results of in situ tests, as parameter estimation is performed by using algo- rithms, although it should be emphasized that this does not increase the accuracy of the design meth- ods if the correctness of the results is not consid- ered carefully enough. Considering the influence of the strength of c before dehydration of isotropic clay, corresponding in the first approximation to the anisotropic (natural) clay strength obtained from direct simple shear tests tests without drain- age, is important in geotechnical design. The ba- sis for estimating the value of τ , as a reference fu for the correlation according to Larsson, is usually �6 architectura.actapol.net Table 3. V alue of parameters obtained from DMT tests taking into account e’ ≤ e ≤ e’’ according to Larsson, 1989) (A); laboratory tests (B), and according to Marchetti, 1980 (C) for the p p p WULS-SGGW and Stegny sites w c τ σ’ c ϕ OCR K M n fu p u 0 z [%] [kPa] [kPa] [MPa] [kPa] [º] [-] [-] [MPa] Site [m] (B) (A) (B) (A) (B) (C) (A) (B) (C) (A) (A) (B) (C) (A) (B) (C) (A) (B) (C) (A) (B) (C) 0.0–2.2 13.7 n.d. n.d. 31 n.d. 56 0.3 n.d. 0.41 46 10.71 n.d. n.d. 1.6 n.d. 7 0.6 n.d. 1.8 11 48 55 WULS-SGGW Stadium 2.2–4.0 9.9 n.d. n.d. 150 273 385 2 n.d. 3.73 309 18.5 n.d. n.d. 3.5 n.d. 6 0.7 n.d. 1.5 180 80 114 Layers I, II, III, IV 4.0–8.6 9.6 n.d. n.d. 461 240 360 1.5 n.d. 2.53 291 n.d. n.d. n.d. 1.5 n.d. 5 0.5 n.d. 2.4 122 80 77 6.0–6.4 26.03 n.d. 30 71 79 71 0.22 0.14 0.44 38 n.d. 21 n.d. 3 2 4.9 0.9 n.d. 1.2 46 22.5 43 9.0–9.4 28.53 n.d. 20 120 54 92 0.32 n.d. 0.58 56 n.d. 14 n.d. 3 n.d. 5.1 0.4 n.d. 1.3 46 n.d. 35 Stegny Pliocene clay 12.0–12.4 19.84 n.d. 19 156 144 117 0.50 n.d. 0.78 82 n.d. 27 n.d. 4 n.d. 5.4 0.4 n.d. 1.3 46 n.d. 30 15.0–15.4 21.37 n.d. 27 152 84 211 0.50 0.30 1.48 89 n.d. 21 n.d. 3 2 6.0 0.4 n.d. 1.6 46 30 37 Rabarijoely, S. (2021). Dilatometer te�t calibration� for evaluating �oil parameter� Acta Sci. Pol. A A�� c c�� i it t�� c ct t���� a a���� �� �� (�), 27–�8. doi: 10.226�0�ASPA.2021.20.�.2� in solving selected geotechnical and environmental an in situ shear test (field vane test – FVT) or a problems. Applied  Sciences, 10  (7), 2263. https://doi. laboratory triaxial test of undisturbed soil sampling org/10.3390/app10072263 (USS) samples, and anisotropycally consolidated Lechowicz, �., Rabarijoely, S. & Kutia, T. (2017). Determi Determi- - to in situ stress, tested in undrained (CAUC). nation of undrained shear strength and constrained mod- In the future, it is recommended to use the Larsson ulus from DMT for stiff overconsolidated clays. Annals  spreadsheet to analyze the deformation and strength of W�rs��� Universi�y of Life S�ien�es – SGGW. L�nd parameters of organic subsoils. Reclamation, 49 (2), 107–116. Marchetti, S. (1980). In Situ Tests by Flat Dilatometer. Jo�r- a cknowledgements n�l of ��e Geo�e��ni��l En�ineerin�� ivision , 106 (3), This work is supported by the Narodowe Cen- 299–321. Marchetti, S. (2015). Some 2015 updates to the TC16 DMT trum Nauk (Polish National Science Centre), grant report 2001. In S. Marchetti, P. Monaco, A.V. da Fonse- N N506 432436. ca (Eds.), International  Conference  on  the  Flat  Dilatom- eter DMT’15 (pp. 43–65). [s.l.: s.n]. Refe ReNCes Marchetti, S. & Crapps, D. K. (1981). Flat  dilatometer  man- ual (report). Gainesville: GPE Inc. Gainesville: GPE Inc. Głuchowski, A. & Sas, W. (2020). Long-T Long-Term erm Cyclic Cyclic Load- Load- Młynarek, �. & Wierzbicki, J. (2007). Nowe możliwości ing Impact on the Creep Deformation Mechanism in Co- i problemy interpretacyjne polowych badań gruntów.  hesive Materials. Materials, 13 (17), 3907. https://doi. Geologos, 11, 97–118. org/10.3390/ma13173907 Młynarek, �., Wierzbicki, J. & Stefaniak, K. (2018). Interre- Interre- Godlewski, T. & Szczepański, T. (2012). Determination of lationship between undrained shear strength from DMT soil stiffness parameters using in-situ seismic methods and CPTU tests for soils of different origin. Geotechni- insight in repeatability and methodological aspects. In ��l Tes�in� Jo�rn�, l 41  (5), 890–901. R.Q. Coutinho, P.W. Mayne (Eds.), Geotechnical  and  Polski Komitet Normalizacyjny [PKN] (1981). Grunty  bu- Geophysical  Site  Characterization 4:  Proceedings  of  the  th do��l�ne. Pos�do��ienie be�pośrednie b�do��li. Obli��e - 4  International  Conference  on  Site  Characterization  ni� s���y��ne i pro�e��o���nie (PN-B-03020). Warszawa: (ISC-4,  Pernambuco,  Brazil,  2012) (Vol. 1, pp. 441– Polski Komitet Normalizacyjny. –446). London: CRC Press. Polski Komitet Normalizacyjny [PKN] (2007). E�ro�od 7: Godlewski, T. & Szczepański, T. (2015). Measurement of Pro�e��o���nie �eo�e��ni��ne. C�ęść 2: Ro�po�n����nie   soil shear wave velocity using in situ and laboratory i b�d�nie podłoż� �r�n�o��e�o (ENV 1997-2). Warszawa: seismic methods: some methodological aspects. Geo- Polski Komitet Normalizacyjny. logical Quarterly , 59. https://doi.org/10.7306/gq.1182 Rabarijoely, S. (2018). Evaluation Evaluation of of correlation correlation between between Joint Committee for Guides in Metrology [JCGM] (1993). parameters from CPTU and DMT tests and soil type be- Guide  to  Expression  of  Uncertainity  in  Measurement  haviour chart. Ann�ls of W�rs��� Universi�y of Life S�i - (ISO/IEC Guide 98:1993). Geneva: International Orga- ences  – SGGW. Land Reclamation , 50 (4), 313–326. nization for Standardization. Spitler, J. D., Yavuzturk, N. & Jain, N. (1999). Refinement  Katedra Geoinżynierii SGGW (2000–2005). Raporty  �nd v�lid��ion of in si�� p�r��e�er es�i���ion �odels pośrednie. � �o o��� ���en en���� ����� � � �eo eo� �e e�� ��ni ni�� ��n� n� do do pr pro o� �e e����� ����� (report). Stillwater Stillwater, OK: Oklahoma State University , OK: Oklahoma State University.. b�dyn���� n� �erenie ���p�s� SGGW �� W �rs����ie z  lat  Tarnawski, M. (Ed.), 2020). B�d�nie podłoż� b�do�� li. 2000–2005. Szkoła Główna Gospodarstwa Wiejskiego Metody  polowe. Warszawa: Wydawnictwo Naukowe w Warszawie, Warszawa [unpublished]. PWN. Larsson, R. (1989). �il��o�e�er Försö� för bedö�nin� �� Wierzbicki, G., Ostrowski, P., Bartold, P., Bujakowski, F., �ord��erföl�d o�� e�ens��per I �or . d(Information 10). Falkowski, T. & Osiński, P. (2021). Urban Urban geomorphol- geomorphol- Linköping: Statens geotekniska institut. ogy of the Vistula River valley in Warsaw. Jo�rn�l of Larsson, R. & Åhnberg, H. (2003). Effe��er �v �vs�����nin - Maps. https://doi.org/10.1080/17445647.2020.1866698 ��r vid slän��rön, Por�ry��ssi����ion-Hållf�s��e�-se� �awrzykraj, �. P. (2019). Zr�żni�o���nie ��ł�ś�i��oś�i fi�y - ens��per – S��bili�e� – Mil� (Rapport ö 61). Linköping: ��ny�� i �e���ni��ny�� ił��� ���r��o��y�� „��s�ois�� Statens geotekniska institut. ���rs����s�ie�o” �� ś��ie�le b�d�ń �ereno��y�� . Warszawa: Lech, M., Skutnik, �., Bajda, M. & Markowska-Lech, K. Wydawnictwa Uniwersytetu Warszawskiego. (2020). Applications Applications of of electrical electrical resistivity resistivity surveys surveys architectura.actapol.net �7 Rabarijoely, S. (2021). Dilatometer te�t calibration� for evaluating �oil parameter� Acta Sci. Pol. A A�� c c�� i it t�� c ct t���� a a���� �� �� (�), 27–�8. doi: 10.226�0�ASPA.2021.20.�.2� Kal IbRa Cja ba Dań DYla TOmeTRU ma RCHeTTIeg O DO OCeNY pa Rame TRów g RUNTOw YCH sTR esz Cze NIe Parametry wytrzymałościowe i odkształceniowe wykorzystywane są na każdym etapie posadowienia obiek- tów inżynierskich. Są niezbędne we wstępnej ocenie nośności podłoża, jak również w przyjęciu ostatecznego sposobu posadowienia konstrukcji. Interpretacja danych z badań geotechnicznych wymaga ujednolicenie podejścia wyników raportu badań  in situ , aby parametry gruntowe były oceniane w sposób spójny i komple- mentarny z wynikami laboratoryjnymi. Istnieje wiele skutecznych metod otrzymywania parametrów geo- technicznych. W artykule przedstawiony jest badanie dylatometryczne Marchettiego (DMT). Na podstawie wyniku badań in situ z poletka doświadczalnego na Stegnach oraz na terenie projektowanego stadionu pił- karskiego SGGW przeprowadzono analizę i interpretację uzyskanych wyników. Ukazano również metodami matematycznymi niepewność wyników otrzymanych z badań dylatometrem Marchettiego. �aprezentowano w tej pracy kryteria doboru techniki badania, ograniczenia dotyczące stosowanych metod oraz kompleksową interpretację wyników badań in situ . s łowa kluczowe: parametry geotechniczne, badania in situ , grunty spoiste �8 architectura.actapol.net http://www.deepdyve.com/assets/images/DeepDyve-Logo-lg.png Acta Scientiarum Polonorum Architectura de Gruyter

Dilatometer Test Calibrations for Evaluating Soil Parameters

Acta Scientiarum Polonorum Architectura , Volume 20 (3): 12 – Sep 1, 2021

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de Gruyter
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© 2021 Simon Rabarijoely, published by Sciendo
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2544-1760
DOI
10.22630/aspa.2021.20.3.23
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Abstract

Acta Sci. Pol. Architectura 20 (3) 2021, 27–38 content.sciendo.com/aspa ISSN 1644-0633 eISSN 2544-1760 DOI: 10.22630/ASPA.2021.20.3.23 O R I G I N A L P A P E R Received: 12.08.2021 Accepted: 14.09.2021 DIla TOmeTeR Tes T Cal IbRa TIONs f OR ea v l Ua TINg s OIl pa Rame TeRs Simon Rabarijoely In�titute of Civil Engineering, War�aw Univer�ity of Life Science� – SGGW, War�aw, Poland abs TRa CT Strength and deformation parameters are used on every step of a foundation engineering design. They are ne- cessary for the initial estimation of the subsoil bearing capacity and also for acceptance of the final method of the construction foundation. There are many effective in situ  methods for the evaluation of these parameters. Based on data from the Marchetti dilatometer (DMT) tests obtained from the experimental Stegny site and the planned WULS-SGGW stadium, analysis and interpretation of results was performed. The uncertainty obtained from DMT tests is shown by mathematical methods. Selection criteria of the testing technique are presented. Limitations concerning the applied methods and the complex interpretation of the results of in situ investigations are shown. Key words: geotechnical parameters, in situ investigations, cohesive soil significant impact on their correctness (Godlewski & INTRODUCTION Szczepański, 2012, 2015). Therefore, a precise analy- In the broadly understood engineering activity, the main sis of the obtained results is recommended each time. problem faced by engineers after selecting the location The article presents the principles of the selection of of the facility is the need to determine its foundation. sounding and the most frequently used field research Geotechnnical investigation is a very significant part methods in Poland. The state of knowledge concerns of the design phase of all engineering structures. Field the methodology and methods of interpretation of the tests should be used, often simultaneously with labora- results; furthermore, analysis of research results from tory tests (Głuchowski & Sas, 2020; Lech, Skutnik, the Warsaw University of Life Sciences – SGGW Bajda & Markowska-Lech, 2020; Wierzbicki et al., (WULS-SGGW) Campus and the experimental Steg- 2021). The increase in the popularity of field tests ny site are presented. The DMT research was carried resulted from significant progress in the construction out on the WULS-SGGW Campus; it proved that in of new test devices, the level of interpretation of the the subsoil occur thick grey boulder clays of the Odra obtained results, the possibility of obtaining a con- Glaciation and brown boulder clays of the Warta Gla- tinuous stratigraphic profile of the subsoil, and tests ciation, and the phenomena occurring in the past had carried out in calibration chambers. However, it is im- significant impact on the complex geological structure portant to understand the quality and meaning of the of the area. The Marchetti dilatometer (DMT) was parameters that are determined by in situ testing and to also used to examine the area of the experimental know the limitations of analyzing the factors influenc- Stegny site. The research shows that most of the area ing the measured parameters during the test, as it has below 4 m is covered with interbedding Pliocene clays Simon Rabarijoely h http ttp�:�:��or ��orcid cid.or .org g�0000 �0000 0000 �0002 �0002 �0002 �4409 �4409 �4409 �22 �22���� �22�� �imon_rabarijoely@�ggw.edu.pl © Copyright by Wydawnictwo SGGW Rabarijoely, S. (2021). Dilatometer te�t calibration� for evaluating �oil parameter� Acta Sci. Pol. A A�� c c�� i it t�� c ct t���� a a���� �� �� (�), 27–�8. doi: 10.226�0�ASPA.2021.20.�.2� and cohesive loams with a predominance of clays. In ma TeRIal a ND meTHODs a further step, the uncertainty of the results of DMT The selection and use of field tests should be based tests was assessed. The research was carried out on on the predicted design and type of structure, e.g. type the above-mentioned facilities. The uncertainty of the of foundation, methods of improving or maintaining pressure p and p values from DMT was determined 0 1 the structure, location and depth of structure founda- using mathematical methods, and the calculations are tion. During the selection of in situ methods and the included in this paper. location of research sites, the study results and field The next chapter contains the methodology of cal- control should be taken into account (Table 1). The culations to determine the values of strength and de- tests are performed in sites characterized by variable formation parameters following the approach of Lars- ground conditions with regard to soil, deposits and son (1989), and examples of calculation results for groundwater. selected profiles in the experimental Stegny site and in Soil surveys are usually carried out in stages the planned WULS-SGGW stadium site are presented. depending on the problems that arise during plan- The aim of this article was, among others, to validate ning, design and construction of the actual project. the obtained results of DMT tests, from which, after The following phases are distinguished: preliminary a thorough analysis, the correctness of the sounding research on the location and design of the building; results was assessed. Table 1. Selection of ground investigation methods in different stages according to ENV 1997-2:2007 (Polski Komitet Normalizacyjny [PKN], 2007) RECOGNITION Studies based on topographic, geological and hydrogeological maps. Interpretation of aerial photos of a given area. Review of archival materials PRELIMINARY RESEARCH COHESIVE SOILS NON-COHESIVE SOILS ROCKS SS, CPT, DP or SPT, SR. Inspection of the area concerned. Discon- CPT, SS, DP or SPT. Sampling (AS, OS, SPT, TP) PMT, tinuity map, SE. In weak rocks: DP, CPT, Sampling (PS, TP, CS, OS) PMT, GW DMT, GWO SPT, SR or CS Preliminary selection of the foundation method DESIGN RESEARCH COHESIVE SOILS NON-COHESIVE SOILS ROCKS pile foundations spread foundations pile foundations spread foundations pile foundations spread foundations SS, CPT, SPT or CPT+DP, SPT SS or CPT, DP. CPT, DP or SPT. SR. Sampling (PS, OS, SR Sampling (PD, OC, Sampling (PS, OS, Sampling (PS, OC, AS, TP). Possibil- The map of the rifts in TP, CS, RDT CS, TP) FYT, DMT AS) PMT, DMT, CS) FYT, PMT, ity PMT or DMT, (PMT in weathered rocks) GW or PMT, GW GW, PIL GWC, PIL (PLT) GW CONSTRUCTION PROJECT In situ tests: SR – soil and rock sounding, SS – static probing, CPT(U) – cone penetration test with pore water pressure measurement, DP – dynamic probing tests, SPT – standard penetration test, PMT – pressuremeter test, DMT – flat dilatometer test, FVT – field vane test, PLT – plate loading test, SE – seismic measurernents, PIL – pile load test, RDT – rock dilatometer test. Sampling: PS – undisturbed samples, CS – structure – core sample, AS – spiral drill sample, OS – open probe, TP – sample from an open excava- tion. Groundwater measurement: GW – free water table, GWO – measurement in an open system, GHE – measurement in a closed system. 28 architectura.actapol.net Rabarijoely, S. (2021). Dilatometer te�t calibration� for evaluating �oil parameter� Acta Sci. Pol. A A�� c c�� i it t�� c ct t���� a a���� �� �� (�), 27–�8. doi: 10.226�0�ASPA.2021.20.�.2� fg design studies; control and monitoring. In the case Glaciation ( Q W) – medium and fine sands with rel- where all tests are performed at the same time, initial ative density D = 0.35–0.55, and clay sands, sandy testing and design testing should be considered si- clays and silt with  I = 0.15–0.20. Layer II repre- multaneously. Three aspects are taken into account in sents glacial deposits of the Warta Glaciation ( Q W) the selection criteria for the ground testing technique: – medium and fine sands with D = 0.30–0.50, and construction safety, performance and economy. Most sandy clay with I = 0.00–0.20 and clay sands with investors are guided in their work by safety at the I = 0.25–0.54, respectively. Layer III is brown gla- lowest cost of geotechnical research. This erroneous cial clay from the Warta Glaciation ( Q W) – sandy approach very often leads to significant reduction of clays with I = 0.00–0.11. Layer IV represents grey in situ and laboratory tests, and then, for example, to glacial clay from the Odra Glaciation ( Q O) – sandy overestimating the expected subsidence of the spread boulder clay with I = 0.00–0.12. Layers III and IV foundations or underestimating the load capacity of are similar in terms of plasticity, but clearly differ piles. This phenomenon may also result partly from in the content of the sand fraction. Sandy clays from the poor knowledge of the designers, often also geo- Layer III contain a few percent more of the sand technicians, about the contemporary field research fraction, which together with the analysis of the and contemporary differentiation of mechanical pa- DMT results was the basis for distinguishing these rameters describing the subsoil properties (Młynarek layers in the subsoil. Layer V consists of fluvial sedi- & Wierzbicki, 2007; Marchetti, 2015; Lechowicz, ments of the Mazovian Interglacial ( Q M) – fine and Rabarijoely & Kutia,, 2 20 01 17 7; ; M Mł ły yn na ar re ek k,, W W Wi i ie e er r rz z zb b bi i ic c ck k ki i i medium sands, in the top represented by very com- & Stefaniak,, 2 20 01 18 8; ; R Ra ab ba ar ri ij jo oe el ly y,, 2 20 01 18 8; ; � �a aw wr rz zy yk kr ra aj j, , pact layers with a relative density D = 0.80–0.90 2019; Tarnawski, 2020). (Table 2). Boulder clays with OCR = 3–7 are similar The article presents only a small range of meth- in terms of plasticity, but clearly differ in the content ods, by which soil parameters can be obtained. When of the sand fraction (Katedra Geoinżynierii SGGW, choosing the methods to be developed, I was guided 2000–2005). by the universality of their use in the world and in Po- The experimental Stegny site is located in south- land, and the correctness of the research results. Based ern Warsaw; here, a few sedimentation cycles, from on the analysis of the test results, the strength and de- sands to clays, were observed in vertical profile. The formation parameters can be determined from correla- entire complex of Pliocene clays comprises: clays, tion dependencies. silty clays (60–70%), silts (10–25%), and sands Taking into account the physical and mechanical (10–20%). The CaCO and organic matter contents properties of the soils, five geotechnical layers were do not exceed 5% and 1%, respectively. The basic isolated in the grounds of the WULS-SGGW Campus. properties of the Pliocene clays are presented in Ta- Layer I consists of fluvioglacial deposits of the Warta ble 2 and Figure 1. Table 2. Index properties of mineral soils in the WULS-SGGW Campus and Stegny sites (Katedra Geoinżynierii SGGW, 2000–2005) Organic Water Liquid Density unit Density specific CaCO content content limit weight of soil weight of soil Sites Soil type content (I ) (w ) (w ) (ρ) (ρ ) om n L s [%] –3 –3 [%] [%] [%] [t·m ] [t·m ] Stegny Pliocene clays – – 19.20–28.50 67.6–88.0 2.1–2.2 2.68–2.73 WULS-SGGW boulder clay – – 5.20–20.10 21.9–26.6 2.0–2.2 2.68–2.73 Campus Layers III, IV architectura.actapol.net 29 Rabarijoely, S. (2021). Dilatometer te�t calibration� for evaluating �oil parameter� Acta Sci. Pol. A A�� c c�� i it t�� c ct t���� a a���� �� �� (�), 27–�8. doi: 10.226�0�ASPA.2021.20.�.2� f ig. 1. Typical geological conditions of the foundation at the WULS-SGGW Campus (a) and at the Stegny test site – bore- hole profile (b) ea v l Ua TION Of THe UNCeRTa INTY Of DmT ranges for p , p measurements can be described by the 0 1 Tes T Res Ul Ts following formulas: Introduction (1) The uncertainty of measurements was assessed for DMT tests on the following sites: the experimental where e is expanded uncertainty, provided that the Stegny site and the planned WULS-SGGW football error measurement distribution is normal (with the stadium. Both tests were carried out in two research expected error value equal to zero) (JCGM, 1993). profiles (for Stegny site: Profiles 1, 2 and 3 (DMT8, DMT9 and DMT10), for WULS-SGGW stadium: estimating the results profiles DMT2 and DMT6). The uncertainty of pres- The method of conducting the test ruled out the pos- sures p and p was assessed. Pressure range (i.e. the sibility of ensuring the criteria of repeatability and 0 1 difference between the two extreme results obtained at reproducibility, as the measurements were taken once the same level), variance, value of standard deviation, in any given place. In order to analyze the variability, repeatability of the results and uncertainty value (Joint pseudosamples, i.e. pairs of results obtained from ad- Committee for Guides in Metrology [JCGM], 1993) jacent sites, were used. It was assumed that the distri- were calculated. bution of the trait is relatively similar in places closed to each other (JCGM, 1993). The tests of these three Determining the uncertainty DMTs were carried out there at a distance of 0.5 m Based on field tests, p and p were calculated for the around the boreholetest, and at maximum radius up 0 1 successive insertion depths of the dilatometer blade to 10 m there are a total of 10 DMT profiles (from (Table 3). The p , p , ..., p are the ordinal results of DMT1 to DMT10). I would like to emphasize that on 01 02 0m the value measurements, and p , p , ..., p are analo- this site an almost homogeneous layer was observed. 11 12 1m gous results for p . The boundaries of the uncertainty A total of 40 samples were collected at the WULS- �0 architectura.actapol.net Rabarijoely, S. (2021). Dilatometer test calibrations for evaluating soil parameters Acta Sci. Pol. Architectura, 20 (3), 27–38. doi: 10.22630/ASPA.2021.20.3.23 -SGGW stadium (OW1–OW14). At the research point in the Stegny site. This is due to the highly consoli- analyzed in the article, where two DMTs were car- dated clays deposited during the Odra and Warta gla- ried out (DMT2 and DMT6), five samples were taken ciations, which influenced the variability of p and p 0 1 (from a depth of 0.5, 1.5, 4.0, 8.0 and 14 m). Due to the measurements. Smaller deviations in the experimental failure to meet reproducibility criteria, the uncertainty Stegny site mean that the terrain is more even there, assessment requires the use of an interval estimation: and the layers of the same soil occur at similar depths, e’ ≤ e ≤ e’’ , based on the extreme estimates result- in contrast to the WULS-SGGW site, which is located p p p ing from the analysis of their variability. The decisive on the Ursynów slope. factor in the variability of measurement results is the depth at which the indications were taken. In order to VALIDATION OF STRENGTH AND DEFORMATION calculate the standard deviation and on this basis esti- PARAMETERS OF COHESIVE SOIL mate the expanded uncertainty e’’’ , a linear regression equation for the dependence of pressure on depth was The aim of this paper is to validate in situ tests and determined, and then the appropriate pressure value shorten the time needed for obtaining on-site results resulting from this equation was subtracted from each and their analysis. The technical tasks included: vali- measurement result (JCGM, 1993). For pressure p dation of soil parameters using several experimental and p , the following results were obtained: comparisons; reduction of the time needed to interpret the results of in situ tests; and shortening the time needed to obtain the parameter estimation algorithm. The expected results were: increasing the accuracy of in situ test results, resulting in a wider use of the procedures applied; reducing the duration of field studies if the tests are carried out faster, they will be more widely used; reduction of the time devoted for the analysis of the results; and increasing confidence in design methods (Spitler, Yavuzturk & Jain, 1999). Comparison of the I according to Marchetti correlations with I according to Larsson D(corr) approach The material index is one of the parameters calculated based on the results obtained from in situ tests. It is defined as follows (Marchetti, 1980): (2) (3) The above formula was presented after observ- ing that the p and p values are relatively similar for 0 1 The above results confirm that, in addition to the clays and completely different for sands. According aforementioned depth, the variability of the measure- to Marchetti (1980), the soils can be classified as fol- ments is primarily influenced by the features of the lows: I < 0.6 clay; 0.6 < I < 1.8 silt; 1.8 < I sand. D D D existing layer. In the case of studies on the WULS- Generally, I provides information about the soil type -SGGW Campus, the deviations are much greater than and can describe it well in natural subsoil. It should be architectura.actapol.net 31 Rabarijoely, S. (2021). Dilatometer te�t calibration� for evaluating �oil parameter� Acta Sci. Pol. A A�� c c�� i it t�� c ct t���� a a���� �� �� (�), 27–�8. doi: 10.226�0�ASPA.2021.20.�.2� mentioned, however, that the material index sometimes Larsson (1989), on the other hand, derived the wrongly describes clay as loam and vice versa, and material index (I ) as the corrected material index a mixture of loam and sand thus describes it as clay. (I ) after analyzing DMT tests performed for pre- D(corr) When using the material index to describe the soil type, consolidated cohesive and organic soils. The influence it should be remembered that it is not determined based of preconsolidation on the change of its value is taken on sieve analysis, but is a parameter describing the soil into account here. Larsson also took into account the mechanical behavior (being a kind of “stiffness index”). presence of anthropogenic soil in the shallowest lay- For example, if a clay sample for some reason is “stiffer” ers. According to Larsson (1989), the corrected mate- than other clays, the sample is likely to be interpreted by rial index (I ) can be determined from the follow- D(corr) the I index as clay (Marchetti, 1980). ing relationships: In order to determine the soil type, based on DMT test results, the Marchetti and Crapps chart (Marchetti & Crapps, 1981) is used (Fig. 2). Based on the rela- tionship between the material index (I ) and the DMT modulus (E ) on a logarithmic scale, it is also possible to determine their condition for mineral soils. Addi- tionally, the values of soil bulk density divided by wa- ter density are assigned to appropriate intervals. (4) where z is the depth [m]. Based on DMT test results carried out in the ex- perimental Stegny site and in the area of the planned WULS-SGGW stadium, the I for the local soil was compared with the corrected index. First, index pa- rameters were calculated for each of the holes, in- cluding I ; later, following the method developed by Larsson (1989), the corrected material index (I ) D(corr) was calculated. According to I values, in which the indicator parameters clearly change, two layers were distinguished in the experimental Stegny site and three layers in the WULS-SGGW stadium area. The results are presented in Table 3 and Figure 3. Table 3. Average value of the material index (I ) and the corrected material index (I ) depend- D(corr) ing on the depth in: the experimental Stegny site and the planned WULS-SGGW stadium Depth I I D D(corr) Site [m] (Marchetti, 1980) (Larsson, 1989) 0.0–4.4 4.2 4.43 Stegny 4.4–10.4 0.9 0.79 WULS- 0.0–2.2 1.1 1.0 -SGGW 2.2–4.0 1.6 1.52 stadium f ig. 2. Chart for estimating soil type and unit weight γ (Layers I, (normalized to γ = γ water) (1 bar = 100 kPa) 4.0–8.6 0.6 0.56 II, III, IV) (Marchetti & Crapps, 1981) �2 architectura.actapol.net Rabarijoely, S. (2021). Dilatometer te�t calibration� for evaluating �oil parameter� Acta Sci. Pol. A A�� c c�� i it t�� c ct t���� a a���� �� �� (�), 27–�8. doi: 10.226�0�ASPA.2021.20.�.2� of the strata and the previously mentioned misinter- (a) preted soils of similar “stiffness”. The I and I D D(corr) values are similar, although the I values are D(corr) closer to correct in terms of borehole results. Determination of strength and deformation parameters A spreadsheet created by Larsson (1989) was used to determine the strength and deformation parameters of soils based on DMT tests. The program is intended for the presentation and evaluation of DMT test re- sults. The program was constructed by Rolf Larsson at Swedish Geotechnical Institute (SGI) to perform calculations according to the guidelines from the SGI Information 10 (Larsson, 1989) and to check the evaluation of the overconsolidation ratio (OCR) and undrained shear strength (c and τ ) presented by Lars- u fu (b) son and Åhnberg (2003) in the SGI Report 61 (Lars- son & Åhnberg, 2003. The results obtained from the computational approach according to Larsson (1989), PN-B-03020 (PKN, 1981) and from laboratory tests are presented in Table 3. It should be noted that the program calculates the undrained shear strength in two ways: (1) parameter τ is calculated according to the Swedish experience fu presented in SGI Information 10. This parameter is of- ten recommended here for normally consolidated soils or heavily preconsolidated clays; (2) parameter c is calculated according to generally accepted empirical formulas, i.e. (5) f ig. 3. Profiles of corrected readings p and p and in- 0 1 dex parameters: the material index (I ) and the The formula uses effective vertical stress and corrected material index (I ) from DMT tests D(corr) overconsolidation ratio, determined on the basis of obtained for Pliocene clay subsoil in the Stegny the DMT test. This parameter is recommended for (a) and for boulder clays in the WULS-SGGW preconsolidated clays, but generally understates the stadium (b) sites shear strength of organic soils. The program also de- termines two values of the constrained modulus: the From the obtained data and based on the interval M parameter is calculated for sands, clays and precon- values determined by Larsson (1989), it can be con- solidated clays and can be used in normal settlement cluded that there are two layers of clay in the area of calculations; and the M parameter is calculated for the WULS-SGGW stadium and clay is the deepest de- normally consolidated clays and only moderately pre- posit. As for the experimental Stegny site, after com- consolidated clays. This parameter can only be used paring the results, residual sand and deeper Pliocene for settlement calculations for a strength below the clay were determined. The results are not correct in preconsolidation stress. The calculation is performed full, which is caused by averaging the indicator values architectura.actapol.net �� Rabarijoely, S. (2021). Dilatometer te�t calibration� for evaluating �oil parameter� Acta Sci. Pol. A A�� c c�� i it t�� c ct t���� a a���� �� �� (�), 27–�8. doi: 10.226�0�ASPA.2021.20.�.2� automatically after all the data have been entered. The p and p parameters, i.e. corrected A and B readings 0 1 due to the membrane inertia resistance, are obtained from the following formulas: (6) (11) (7) where z is zero pressure gauge [bar]. Then the water pore pressure (u ) at depth (z), i.e. hydr every 20 cm, is calculated from the formula where: (12) (8) − c [kPa] (undrained shear strength before dehydra- u  According to Eqs. (2) and (3) given above, the fol- tion of anisotropic clay) lowing parameters are calculated: I and E , i.e. mate- D D rial index and DMT modulus. (13) The first calculation of the adjusted material index consists of calculating a new I taking into account the following ranges: − φ [°] (internal friction angle soil) I < 0.25; 0.25 < I < 0.6; 0.6 < I < 1.8; I > 1.8 D D   D D and adjusting the value depending on E , where: − determination of vertical total stresses (9) (14) − determination of vertical effective stresses (10) − calculation of the lateral stress index according to the Eq. (2), − calculation of the corrected material index accord- ing to the Eq. (4). Larsson (1989) then proposed to perform three it- (15) eration versions of the I calculation in the same D(corr) way as above, however each subsequent iteration uses the newly computed material ratio. Next, more complicated formulas are used to cal- culate the strength and deformation soil parameters, i.e.: M, OCR, c and τ and φ. u fu (16) − τ [kPa] (undrained shear strength) fu �4 architectura.actapol.net Rabarijoely, S. (2021). Dilatometer te�t calibration� for evaluating �oil parameter� Acta Sci. Pol. A A�� c c�� i it t�� c ct t���� a a���� �� �� (�), 27–�8. doi: 10.226�0�ASPA.2021.20.�.2� − OCR [-] (overconsolidation ratio) (17) where: (23) (18) (24) a Nal Ys Is Of THe ObTa INeD Res Ul Ts By analyzing the distribution of parameters according to the Marchetti algorithm, the following values were obtained: τ = 56, 385, 360 kPa; c = no data; σ’ = 0.41, fu u p 3.7, 2.5 MPa; OCR = 7, 6, 5; M = 55, 114, 77 MPa for boulder clay, while for Pliocene clay at a given depth, it was found that the Larsson algorithm gave values of τ = 71, 92, 117, 211 kPa; c = 38, 56, 82, 89 kPa; fu u σ’ = 0.44, 0.58, 0.74, 1.48 MPa; OCR = 4.9, 5.1, 5.4, 6.0; M = 43, 35, 30, 37 MPa, while on the basis of laboratory tests the following results are obtained for boulder clay τ = no data; 273, 240 kPa; c = no data; fu u (19) σ’ = no data; OCR = 2; M = 48, 80, 80 MPa; and for Pliocene clay are: τ = 79, 54, 144, 84 kPa; c = no fu u − M [MPa] (constrained modulus) data; σ’ = 0.14, 0.30; OCR = 2; M = 22.5, 30 MPa. In the computational approach developed by Larsson (1989), several zones corresponding to different types of soil were distinguished in the part concerning cohesive (20) soils (Table 3). The analysis of the test results carried out for selected types of cohesive soils shows that for engineering purposes it is advisable to limit the number where: of areas separated according to the soil type, while fo- cusing on defining zones characterized by different conditions. The proposed modification of the Larsson (21) computational modification, including the separation of two areas: 1 – clay / silt, 2 – peat / gyttja, and zones of different state, determined based on the undrained shear strength (τ ) and the constrained modulus, are presented fu in Eqs. (6)–(24). When analyzing the distribution of the (22) arithmetic mean values of the τ for boulder clays at the fu foundation depth, it was found that the value of τ is as- fu architectura.actapol.net �5 Rabarijoely, S. (2021). Dilatometer te�t calibration� for evaluating �oil parameter� Acta Sci. Pol. A A�� c c�� i it t�� c ct t���� a a���� �� �� (�), 27–�8. sumed to be 305 and 300 kPa for c , while for Pliocene doi: 10.226�0�ASPA.2021.20.�.2� clays the value of τ is assumed to be 154 and 86 kPa fu for c . Taking into account the specific M values of the constrained modulus of the boulder clays and Pliocene clays, they reach 151 and 46 MPa, respectively. The Larsson approach can be used to determine the un- drained shear strength distribution and the constrained modulus in the subsoil of the designed building from the calculations of arithmetic averages. CONCl Us IONs The results of DMT tests according to Marchetti and Larsson after comparing them to laboratory values (laboratory tests in the experimental Stegny site in 2012, research of the Department of Geotechnics on the WULS-SGGW Campus in 2004) allowed for for- mulating the following conclusions: − The validation of the deformation and strength parameters of cohesive soils proves that the most reliable parameter, which complies with the labo- ratory values, is undrained shear strength. From the values calculated according to Larsson (1989), the least similar to the laboratory values are the values of the constrained modulus. The results indicate that the correction of the material index (I ) to cor- rected material index (I ) due to preconsolida- D(corr) tion proposed by Larsson (1989) gave more simi- lar results to the correct results in the case of the WULS-SGGW stadium site, while the Stegny site gave more differring values (The difference can be noticed in the values of strength and deforma- tion parameters: (τ > τ > τ ; fu_Larsson fu_Marchetti fu_laboratory M > M > M ; OCR ≈ _Larsson _laboratory _Marchetti _Larsson ≈ OCR < OCR ; σ’ < _Laboratory _Marchetti p_laboratory < σ’ ). p_Marchetti − Using the dependencies developed by Larsson (1989), it is possible to significantly shorten the time of interpreting the results of in situ tests, as parameter estimation is performed by using algo- rithms, although it should be emphasized that this does not increase the accuracy of the design meth- ods if the correctness of the results is not consid- ered carefully enough. Considering the influence of the strength of c before dehydration of isotropic clay, corresponding in the first approximation to the anisotropic (natural) clay strength obtained from direct simple shear tests tests without drain- age, is important in geotechnical design. The ba- sis for estimating the value of τ , as a reference fu for the correlation according to Larsson, is usually �6 architectura.actapol.net Table 3. V alue of parameters obtained from DMT tests taking into account e’ ≤ e ≤ e’’ according to Larsson, 1989) (A); laboratory tests (B), and according to Marchetti, 1980 (C) for the p p p WULS-SGGW and Stegny sites w c τ σ’ c ϕ OCR K M n fu p u 0 z [%] [kPa] [kPa] [MPa] [kPa] [º] [-] [-] [MPa] Site [m] (B) (A) (B) (A) (B) (C) (A) (B) (C) (A) (A) (B) (C) (A) (B) (C) (A) (B) (C) (A) (B) (C) 0.0–2.2 13.7 n.d. n.d. 31 n.d. 56 0.3 n.d. 0.41 46 10.71 n.d. n.d. 1.6 n.d. 7 0.6 n.d. 1.8 11 48 55 WULS-SGGW Stadium 2.2–4.0 9.9 n.d. n.d. 150 273 385 2 n.d. 3.73 309 18.5 n.d. n.d. 3.5 n.d. 6 0.7 n.d. 1.5 180 80 114 Layers I, II, III, IV 4.0–8.6 9.6 n.d. n.d. 461 240 360 1.5 n.d. 2.53 291 n.d. n.d. n.d. 1.5 n.d. 5 0.5 n.d. 2.4 122 80 77 6.0–6.4 26.03 n.d. 30 71 79 71 0.22 0.14 0.44 38 n.d. 21 n.d. 3 2 4.9 0.9 n.d. 1.2 46 22.5 43 9.0–9.4 28.53 n.d. 20 120 54 92 0.32 n.d. 0.58 56 n.d. 14 n.d. 3 n.d. 5.1 0.4 n.d. 1.3 46 n.d. 35 Stegny Pliocene clay 12.0–12.4 19.84 n.d. 19 156 144 117 0.50 n.d. 0.78 82 n.d. 27 n.d. 4 n.d. 5.4 0.4 n.d. 1.3 46 n.d. 30 15.0–15.4 21.37 n.d. 27 152 84 211 0.50 0.30 1.48 89 n.d. 21 n.d. 3 2 6.0 0.4 n.d. 1.6 46 30 37 Rabarijoely, S. (2021). Dilatometer te�t calibration� for evaluating �oil parameter� Acta Sci. Pol. A A�� c c�� i it t�� c ct t���� a a���� �� �� (�), 27–�8. doi: 10.226�0�ASPA.2021.20.�.2� in solving selected geotechnical and environmental an in situ shear test (field vane test – FVT) or a problems. Applied  Sciences, 10  (7), 2263. https://doi. laboratory triaxial test of undisturbed soil sampling org/10.3390/app10072263 (USS) samples, and anisotropycally consolidated Lechowicz, �., Rabarijoely, S. & Kutia, T. (2017). Determi Determi- - to in situ stress, tested in undrained (CAUC). nation of undrained shear strength and constrained mod- In the future, it is recommended to use the Larsson ulus from DMT for stiff overconsolidated clays. Annals  spreadsheet to analyze the deformation and strength of W�rs��� Universi�y of Life S�ien�es – SGGW. L�nd parameters of organic subsoils. Reclamation, 49 (2), 107–116. Marchetti, S. (1980). In Situ Tests by Flat Dilatometer. Jo�r- a cknowledgements n�l of ��e Geo�e��ni��l En�ineerin�� ivision , 106 (3), This work is supported by the Narodowe Cen- 299–321. Marchetti, S. (2015). Some 2015 updates to the TC16 DMT trum Nauk (Polish National Science Centre), grant report 2001. In S. Marchetti, P. Monaco, A.V. da Fonse- N N506 432436. ca (Eds.), International  Conference  on  the  Flat  Dilatom- eter DMT’15 (pp. 43–65). [s.l.: s.n]. Refe ReNCes Marchetti, S. & Crapps, D. K. (1981). Flat  dilatometer  man- ual (report). Gainesville: GPE Inc. Gainesville: GPE Inc. Głuchowski, A. & Sas, W. (2020). Long-T Long-Term erm Cyclic Cyclic Load- Load- Młynarek, �. & Wierzbicki, J. (2007). Nowe możliwości ing Impact on the Creep Deformation Mechanism in Co- i problemy interpretacyjne polowych badań gruntów.  hesive Materials. Materials, 13 (17), 3907. https://doi. Geologos, 11, 97–118. org/10.3390/ma13173907 Młynarek, �., Wierzbicki, J. & Stefaniak, K. (2018). Interre- Interre- Godlewski, T. & Szczepański, T. (2012). Determination of lationship between undrained shear strength from DMT soil stiffness parameters using in-situ seismic methods and CPTU tests for soils of different origin. Geotechni- insight in repeatability and methodological aspects. In ��l Tes�in� Jo�rn�, l 41  (5), 890–901. R.Q. Coutinho, P.W. Mayne (Eds.), Geotechnical  and  Polski Komitet Normalizacyjny [PKN] (1981). Grunty  bu- Geophysical  Site  Characterization 4:  Proceedings  of  the  th do��l�ne. Pos�do��ienie be�pośrednie b�do��li. Obli��e - 4  International  Conference  on  Site  Characterization  ni� s���y��ne i pro�e��o���nie (PN-B-03020). Warszawa: (ISC-4,  Pernambuco,  Brazil,  2012) (Vol. 1, pp. 441– Polski Komitet Normalizacyjny. –446). London: CRC Press. Polski Komitet Normalizacyjny [PKN] (2007). E�ro�od 7: Godlewski, T. & Szczepański, T. (2015). Measurement of Pro�e��o���nie �eo�e��ni��ne. C�ęść 2: Ro�po�n����nie   soil shear wave velocity using in situ and laboratory i b�d�nie podłoż� �r�n�o��e�o (ENV 1997-2). Warszawa: seismic methods: some methodological aspects. Geo- Polski Komitet Normalizacyjny. logical Quarterly , 59. https://doi.org/10.7306/gq.1182 Rabarijoely, S. (2018). Evaluation Evaluation of of correlation correlation between between Joint Committee for Guides in Metrology [JCGM] (1993). parameters from CPTU and DMT tests and soil type be- Guide  to  Expression  of  Uncertainity  in  Measurement  haviour chart. Ann�ls of W�rs��� Universi�y of Life S�i - (ISO/IEC Guide 98:1993). Geneva: International Orga- ences  – SGGW. Land Reclamation , 50 (4), 313–326. nization for Standardization. Spitler, J. D., Yavuzturk, N. & Jain, N. (1999). Refinement  Katedra Geoinżynierii SGGW (2000–2005). Raporty  �nd v�lid��ion of in si�� p�r��e�er es�i���ion �odels pośrednie. � �o o��� ���en en���� ����� � � �eo eo� �e e�� ��ni ni�� ��n� n� do do pr pro o� �e e����� ����� (report). Stillwater Stillwater, OK: Oklahoma State University , OK: Oklahoma State University.. b�dyn���� n� �erenie ���p�s� SGGW �� W �rs����ie z  lat  Tarnawski, M. (Ed.), 2020). B�d�nie podłoż� b�do�� li. 2000–2005. Szkoła Główna Gospodarstwa Wiejskiego Metody  polowe. Warszawa: Wydawnictwo Naukowe w Warszawie, Warszawa [unpublished]. PWN. Larsson, R. (1989). �il��o�e�er Försö� för bedö�nin� �� Wierzbicki, G., Ostrowski, P., Bartold, P., Bujakowski, F., �ord��erföl�d o�� e�ens��per I �or . d(Information 10). Falkowski, T. & Osiński, P. (2021). Urban Urban geomorphol- geomorphol- Linköping: Statens geotekniska institut. ogy of the Vistula River valley in Warsaw. Jo�rn�l of Larsson, R. & Åhnberg, H. (2003). Effe��er �v �vs�����nin - Maps. https://doi.org/10.1080/17445647.2020.1866698 ��r vid slän��rön, Por�ry��ssi����ion-Hållf�s��e�-se� �awrzykraj, �. P. (2019). Zr�żni�o���nie ��ł�ś�i��oś�i fi�y - ens��per – S��bili�e� – Mil� (Rapport ö 61). Linköping: ��ny�� i �e���ni��ny�� ił��� ���r��o��y�� „��s�ois�� Statens geotekniska institut. ���rs����s�ie�o” �� ś��ie�le b�d�ń �ereno��y�� . Warszawa: Lech, M., Skutnik, �., Bajda, M. & Markowska-Lech, K. Wydawnictwa Uniwersytetu Warszawskiego. (2020). Applications Applications of of electrical electrical resistivity resistivity surveys surveys architectura.actapol.net �7 Rabarijoely, S. (2021). Dilatometer te�t calibration� for evaluating �oil parameter� Acta Sci. Pol. A A�� c c�� i it t�� c ct t���� a a���� �� �� (�), 27–�8. doi: 10.226�0�ASPA.2021.20.�.2� Kal IbRa Cja ba Dań DYla TOmeTRU ma RCHeTTIeg O DO OCeNY pa Rame TRów g RUNTOw YCH sTR esz Cze NIe Parametry wytrzymałościowe i odkształceniowe wykorzystywane są na każdym etapie posadowienia obiek- tów inżynierskich. Są niezbędne we wstępnej ocenie nośności podłoża, jak również w przyjęciu ostatecznego sposobu posadowienia konstrukcji. Interpretacja danych z badań geotechnicznych wymaga ujednolicenie podejścia wyników raportu badań  in situ , aby parametry gruntowe były oceniane w sposób spójny i komple- mentarny z wynikami laboratoryjnymi. Istnieje wiele skutecznych metod otrzymywania parametrów geo- technicznych. W artykule przedstawiony jest badanie dylatometryczne Marchettiego (DMT). Na podstawie wyniku badań in situ z poletka doświadczalnego na Stegnach oraz na terenie projektowanego stadionu pił- karskiego SGGW przeprowadzono analizę i interpretację uzyskanych wyników. Ukazano również metodami matematycznymi niepewność wyników otrzymanych z badań dylatometrem Marchettiego. �aprezentowano w tej pracy kryteria doboru techniki badania, ograniczenia dotyczące stosowanych metod oraz kompleksową interpretację wyników badań in situ . s łowa kluczowe: parametry geotechniczne, badania in situ , grunty spoiste �8 architectura.actapol.net

Journal

Acta Scientiarum Polonorum Architecturade Gruyter

Published: Sep 1, 2021

Keywords: geotechnical parameters; in situ investigations; cohesive soil

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