The subject of the paper are composite conductors which consist of homogeneous components. The distribution of the components in the conductor can be described with the use of slowly varying functions. The work consists in forming a model of heat conduction in which the Fourier equation with discontinuous highly oscillating coefficients was substituted with an equation with continuous and slowly varying coefficients. The influence of the conductor on the temperature is described with additional functions which determined knowing the averaging temperature from the closed form formulas. In the special case of a periodic conductors the equation of heat conduction contains constant coefficients. The paper presents simple examples of numerical solutions.

The paper describes the principle of creating a computation model of the layered road structure cooperating with subsoil; according with rules of EC7. There were presented different approaches to description of the subsoil behaviour, tested in situ. Ground behaviour in numerical system road structure – subsoil was evaluated using the Modified CamClay model.

Eurocode 7 recommendations for ultimate limit state design allows for the use of advanced numerical methods such as Finite Element Method. It allows for comprehensive analysis of soil behavior and soil-structure interaction. The paper presents issues related to the use of partial factors for geotechnical parameters in the stability analysis using Finite Element Method. According to the Polish National Annex to Eurocode 7, values not equal to one are necessary only in case of the third design approach. It was introduced as obligatory in case of stability analysis, for which the concept of partial factors is relatively new compared to the previous practice of using overall factor of safety.

The laboratory measurement of soil stiffness in the range of small strains is a very difficult task, due to the insufficient resolution and unsatisfactory precision of laboratory equipment for measurements of loads and displacements. There are opportunities for regular analysis of small-strain soil stiffness in the triaxial apparatus with local transducers. Unfortunately, this methods is typically used only in the research projects because of the high costs. However, using some additional equipment for triaxial apparatus: bender elements facilitated tests with propagation of the shear wave, and consequently calculation of the initial shear modulus. This technique became a simple and a cost-effective one, commonly performed in the geotechnical laboratories around the world. In the requirements of Eurocode 7 there is no comprehensive, detailed description of this research method, but some specialized studies of soil stiffness have been indicated here. For example, techniques which use the seismic wave velocity measurement, particularly for small strains, i.e. less than 0.1%. Therefore, the clear explanation of bender element tests ideas. was considered to be appropriate. This article presents a summary of research methodology in the triaxial apparatus equipped with bender elements, using for the measurements of the shear wave velocity. Examples of experimental results carried out on selected cohesive soils derived from Warsaw area are showed here as well. Moreover, equations of the shear wave velocity and the initial shear modulus as a function of the mean effective stress are proposed.

This paper presents the bearing capacity analysis of overconsolidated cohesive soils under pad foundation subjected to inclined load in undrained conditions. Calculations were performed for the inclined load of pad foundation by permanent vertical load. The values of eccentricity are equal to 0, 1/12B and 1/6B. Numerical calculations were carried out using finite element method in Plaxis program with the use of characteristic values of parameters, action and resistance. Comparative calculations according to Eurocode 7 and standard PN-81/B-03020 rules were made using characteristic and design values of parameters.

Usefulness of in situ tests due from the correct interpretation of received results. Such interpretations are obtained from the correlation, developed for similar conditions, supported by laboratory tests and regional experience. In Poland since 2002 a standard PN-B-04452 “Geotechnics-Field tests” exist. This document in assumptions was established as the harmonized standard from EC 7, where in annexes a lot of correlations for Polish conditions can be found. They derived from long-standing experience and results, where many research centre’s had a participation in examinations. Applicable comparison will be presented in the paper applied in practice and given in the PN-EN 1997-2 standard methods of interpretation of results get from known and applied field methods (DP, CPT, or DMT). Differences and dilemmas, faced by the Geotechnical Designer at the stage of appointing parameters for the design, will be discussed, supported by interesting practical examples.

According to existing law regulations the safety factor of road embankment higher then 3.0 m should be calculated. One of the most popular and cost effective method is geosynthetics reinforcement with geogrids. Polish government regulations [1999] referred to global stability safety factor does not meet Polish-European Standard Eurocode 7 “Geotechnical design”. The thesis shows the calculation’s way according to PN-EN Eurocode 7 with partial safety factors option and the geogrid reinforcement selection and describes calculation of reduction factors and long term strength of the geosynthetic reinforcement, too. In the calculation part, with slip circle Bishop’s method, comparison of calculation results safety factor (acc. to polish government regulations) and utilization factor (acc. to EC-7 Design Approach 3 and EC-7 Design Approach 1) was done.

Taking into account general design recommendations given in the Eurocode EC 7-1 for backfilled retaining structures, the problem of determination of the coefficient of earth pressure at rest K₀ is discussed. The case of compaction–induced earth pressure acting on the vertical rigid wall (ρ = 0) –wherein compaction of fill layers (ΔH = const, IS = const) is realized by removal mechanical loading – is analyzed in details. In accordance with the hysteretic stress model HSM, where K₀ = σh’: σv’ is determinated for normally consolidated (NC) and for over-consolidated (OC) soils (Fig. 3), three zones of earth pressure are presented (Fig. 5): HI – reaction zone for OC-soil, where the coefficient KI = K0,OC ≈ 1; H_II – mediate zone with residual stress coefficient K_II = K_0,OC < K_I; H_III – typical zone for NC-soil, where K_III = K_0,NC. Additional compaction–induced earth pressure should be considered even in case of plate – cantilever retaining walls (in the STR – analysis). The relationship between lateral pressure and technical conditions of backfill compaction as well as height of the retaining structure are pointed out in final conclusions.

The present work discusses the issue of verification of sliding resistance of shallow foundations according to Eurocode 7. The authors thoroughly analysed the problem of drained and undrained sliding resistance and gave a detailed description of the method of determining the value of internal friction angle in critical state for granular soils; the rough values for cohesive soils were provides on the basis of literature review. The study also discusses the question of selecting partial factors for the stabilizing and destabilizing actions as well as special cases faced in engineering practice.

The impact of non-cohesive soil graining with bimodal grain-size distribution on its compaction was analyzed in the paper. Ability to compaction of non-cohesive soils is usually estimated on the basis of coefficient of uniformity (CU) or jointly two graining coefficients − CU and coefficient of curvature (CC). In the case of soils with discontinuous grain-size distribution values of coefficient of curvature CC are more often lower than 0.5. Those soils are classified outside the well-compacted soils, as poorly graded soils. Results of the analyses carried out with the index of compaction curve shape IC indicate that soils with discontinuous grain-size distribution – despite the low values of coefficient of curvature (CC) – can be considered as well-compacted soils.

The paper presents the results of tests on samples of cohesive soils from Lower Silesia, concerning recognition of their ability to shrinkage under the drying to 110°C. The parameters defining the shrinkage of soil were: shrinkage limit, shrinkage rate and coefficient of linear and volumetric shrinkage. Using set of more than 80 tests results, presents an attempt to determine the correlation mentioned parameters according to shrinkage with other identification parameters investigated soil. Also estimated the usefulness of formulas given in the literature to approximate soil shrinkage parameter estimation calculated on the basis of other physical characteristics of the soils. Pointed the strong influence of local conditions on the values of the soil shrinkage.

This paper presents a model of cyclic loading based on soil plasticity model homogeneous materials (Plastic-Displacement, P-D). The presented model analyzes the phenomenon of cyclic uniaxial compression soil samples in three stages of loading. As a soil analyzed in the paper was chosen sandy clay stabilized with hydrated lime also where previously specified physical characteristics of the sandy clay. The results of the studies and the results of calculations using the model of P-D were presented. Also compare of the results obtained by the model with the results of tests were conducted. The aim of this study was to check on the need Eurocode 7 to place the design approach applicable to cyclic loaded soils and propose the P-D model as a model appropriate for cyclic loading. Obtained results of chemically stabilized material show the applicability of plastic-displacement as well as for natural soils.

PRINCE2 (an acronym for PRojects IN a Controlled Environment 2) is a process-based method for effective project management. Applied extensively by the UK Government, PRINCE2 is also widely recognized and used in the public and private sector, both in the UK and internationally. Although developed by UK government agency the PRINCE2 method is located in the public domain, and offers non-proprietorial practical guidebook for project management. As the PRINCE2 methodology can be used for different kinds of projects, irrespective of its size and industry, it becomes an interesting tool to manage building projects.

The papers describe some problems of geotechnical design for example of the reservoir failure. Particular attention has been paid to the geotechnical problems of subsoil and identifies of the geotechnical parameters. For project no assessment of engineeringgeological conditions and forecasts the impact of investment and geotechnical works on the environment. The project design was performed correctly at the begins solutions. The damage of the reservoir structure has started suddenly in the final stage of implementation, immediately prior to completion of the works. No the geological and engineering informations indicates that geotechnical foundation conditions must be developed due to the requirements of Eurocode 7, and special geotechnical regulations.

More than 300 pocket penetrometr tests were done on core barrel samples in the course of research the ground for the construction of A1 motorway in Poland. Compressive strength of soil was verified by laboratory tests of water content (wn), plasticity limit (wP) and liquidity limit (wL), which were used for determination of liquidity index (IL) and consistency index (IC). The results were processed statistically and related to previously published correlations between liquidity index (IL) and compressive strength (Qf). The result of work is a new proposal of correlation enabling rapid estimation of the liquidity and consistency indexes.