(2), 35–38 and 20(3) 25–29.
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 F ellenius B.H., Unified design of piled foundations with emphasis on settlement , ASCE, Current Practice and Future Trends in Deep Foundations, GSP No. 125, Los Angeles, California, 2004, 253–275.
 F ellenius B.H., K im S.R., C hung S.G., Long-term monitoring of strain in strain-gage instrumented piles , ASCE Journal of Geotechnical and Geoenvironmental
Łukasz Dominik Kaczmarek, Yufeng Zhao, Heinz Konietzky, Tomasz Wejrzanowski and Michał Maksimczuk
.J., WARCHOL M., Koncepcja projektu otworu kierunkowego w mioceńskich utworach zapadliska przedkarpackiego, Wiadomości Naftowe i Gazownicze, 2009, 3(131), 4-13.
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 PSTRUCHA A., MACHOWSKI G., KRZYŻAK A.T., Petrophysical characterization of the miocene sandstones of the carpathian
Abdelmadjid Abdi, Khelifa Abbeche, Djamel Athmania and Mounir Bouassida
, the number of geogrid layers ( N ) and the depth of the first geogrid layer below the ground surface ( μ ). Table 3 summarizes the experimental programme conducted on geogrid-reinforced slopes with following notations:
Parameters and conditions of performed tests.
e / B
d / B
Andrzej Głuchowski, Alojzy Szymański and Wojciech Sas
and compressibility of clay, Soils and Foundations, 1992, 32(1), 100-116.
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 YU H.S., Plasticity and Geotechnics, Springer, New York, 2006.
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the bar shown in Fig. 3 , are to be calculated, then using axial forces n and bending moments m , one can formulate the following two equations for the corrugation crest: [ 8 ]
Corrugated plate cross section and distribution of unit strains.
ε g = n E A + m E I v g
and for the corrugation valley:
ε D = n E A − m E I v D ,
where v g and v D are the distances of the points from the
samples did not rupture
2.5 ŁPV29 support frame sliding joint load capacity under static and dynamic load
V29 sliding joint static load capacity tests were conducted according to the applicable standard [ 14 ] in a tensile testing machine for static testing where loading is applied by means of a hydraulic actuator. The strain gauge force sensor (accuracy class 1) and potentiometric displacement sensor (accuracy class 1) were connected to a measuring amplifier (accuracy class 0.03) coupled to a computer. The measurement
Unit weight, γ ’
Young’s modulus, E ’
1.3 × 10 4
1.0 × 10 4
Poisson’s ratio, ν ’
Cohesion intercept, c ’
Angle of internal friction, ϕ ’
Influence of lateral load intensities
The lateral pile deformation and lateral soil resistance because of the lateral load are always influenced by the lateral load intensity and soil type as well as a pile slenderness ratio ( L/B ). Figure 4 presents the effect of
properties for concrete is used in this case study: E cm = E 28 = 31000 MPa. ν = 0.2, γ = 25 kN/m 3 , f c = 25 MPa, f cbo / f c = 0.4, f cbo / f c = 1.16, D̃ c = 0.435 at σ̃ c /f c =1.0, G c = 13.5 ∗ 10 -3 MN/m, f t = 1.8 MPa, D̃ t = 0.5 at σ̃ t /f t = 0.5, G t = 0.135 ∗ 10 -3 MN/m, S o = 0.2, α p = 0.2 and α d =1.0. Notion of all these parameters is explained in the original paper by Lee and Fenves [ 3 ] and in a previous paper by the author [ 5 ]. The above set of parameters yields sufficiently good match with the EC2 uniaxial stress
Soumia Bellil, Khelifa Abbeche and Ouassila Bahloul
Algeria) and cement CPJ 42.5 CEM II/A produced by the cement CPJ 42.5 CEM II/A produced by the cement factory of Ain touta in Batna region (Eastern Algeria).
The tests were carried out on reconstituted soil SNT “untreated soil” (sand: 75% and kaolin: 25%), which is considered as a collapsible soil according to the different collapse criteria reported by several authors (e.g. Abbeche et al. [ 2 ], Houston et al. [ 3 ] and Ayadat et al. [ 7 ]).
The granulometric curve, the Proctor curves and the geotechnical characteristics of the various materials are represented