Main Article Content
The stability of the slope in the existing and design provisions is investigated, the constructive decisions of retaining walls on protection of the territory of construction of a residential complex in a zone of a slope are substantiated. The stability of the slope when using rational landslide structures is estimated.
The results of the calculation of the slope stability for five characteristic sections on the basis of engineering-geological survey are analyzed. For each of the given sections the finite-element scheme according to the last data on change of a relief is created. The slope was formed artificially by filling the existing ravine with construction debris from the demolition of old houses and from the excavation of ditches for the first houses of the complex. Five sections along the slope are considered and its stability in the natural state and design positions is determined. Also the constructive decisions of retaining walls on protection of the territory of construction of a residential complex as along the slope there are bulk soils with various difference of heights are substantiated. This requires a separate approach to the choice of parameters of retaining walls, namely the dimensions of the piles and their mutual placement, as well as the choice of the angle of the bulk soil along the slope.
The calculations were performed using numerical simulation of the stress-strain state of the system "slope soils-retaining wall" using the finite element method. An elastic-plastic model of soil deformation with a change in soil parameters (deformation module) depending on the level of stresses in the soil is adopted. Hardening soil model (HSM) used. Calculations of slope stability involve taking into account the technological sequence of erection of retaining walls and modeling of the phased development of the pit. The simulation was performed in several stages: Stage 1 - determination of stresses from the own shaft, Stage 2 - assessment of slope stability before construction, Stage 3 - installation of retaining wall piles, Stage 4 - assessment of slope stability after landslides. Based on these studies, practical recommendations were developed for the design of each section of the retaining wall in accordance with the characteristic cross-sections.
This work is licensed under a Creative Commons Attribution 4.0 International License.
Authors are published in this journal, agree to the following conditions:
Authors reserve the right to authorship of their work and transfer the journal the right of the first publication of this work under the terms of the Creative Commons Attribution License, which allows other persons to freely distribute published work with mandatory reference to authors original work and the first publication of work in this journal.
The authors have the right to enter into independent additional agreements on the non-exclusive dissemination of the work in the form in which it was published by this journal (for example, to post work in the electronic repository of the institution or to publish as part of a monograph), provided that the reference to the first publication of the work in this journal is maintained.
The journal's policy allows and encourages the authors to place the manuscript of the work on the Internet (for example, in the institutions' storehouses or on personal websites), both for presenting this manuscript to the editorial office and during its editorial processing, as this contributes to the creation of productive scientific discussion and positively affects the efficiency and dynamics of citing the published work (see The Effect of Open Access).
Bоyko I.P. (2018). Napruzheno-deformovanyi stan zahlyblenykh sporud z vrakhuvanniam yikh zhorstkosti, tekhnolohii zvedennia ta kharakteru navantazhennia [Stress-strain state of deep structures taking into account their rigidity, erection technology and the nature of the load]. Osnovu i fundamenty: Mizhvidomchyj naukovo-tekhnichnyj zbirnyk. Kyiv: TOV «Vydavnytstvo» BARMY», 59, 60-72 (in Ukrainian).
Skochko L.O. (2017). Osoblyvosti chyslovoho modeliuvannia na-pruzheno-deformovanoho stanu bahatoiaru-snykh pidpirnykh stin z vrakhuvanniam zminy konfihuratsii yikh okremykh yarusiv [Features of numerical modeling of stress-strain state of mult-ilevel retaining walls taking into account configuration changes of their levels]. Naukovo-tekhnichnyi zbirnyk «Budivelni materialy, vyroby ta sanitarna tekhnika». Kyiv: «Vydavnytstvo Lira-K», 9, 227-231. (in Ukrainian).
Duncan J.M., Chang C.-Y. (1970). Nonlinear analysis of stress and strain in soils. ASCE Journal of the Soil Mechanics and Foundations Division. № 96 (SM5), 1629–1653.
Janbu N. (1973). Slope stability computation. Embankment-Dam Engineering. Casagtande volume. 47–86.
Kondner R.L. (1963). Hyperbolic stress strain response: Cohesive soils. Journal of the Soil Mechanics and Foundations Division. Vol. 89. Issue 1. 115–144.
Plaxis 2D 2015. (2015). Reference manual, Delft University of Technology & PLAXIS b.v. ISBN-13: 978-90-76016-18-4. The Netherland, 424.
Rowe P.W. (1962). The stress-dilatancy relation for static equilibrium of an assembly of particles in contact. Proceedings of the Royal Society of London. Series A, Mathematical and Physical Sciences. Vol. 269, No. 1339. 500–527. DOI: 10.1098/rspa.1962.0193
Schanz T., Vermeer P.A., Bonnier P.G. (1999). The Hardening Soil Model: Formulation and verification. Beyond 2000 in Computational Geotechnics. Balkema. Rotterdam. 81–290.
Inzhenernyi zakhyst terytorii, budivel i sporud vid zsuviv ta obvaliv. Osnovni polozhennia: DBN V. 1.1-46:2017. (2017). – Kyiv: Ministerstvo rehionalnoho rozvytku, budivnytstva ta zhytlovo-komunalnoho hospodarstva Ukrainy, 43. (in Ukrainian).
Nastanova z proektuvannya pidpirnykh stin: DSTU-N B V.2.1-31:2014. (2015). Kyiv: Minrehion Ukrayiny, 86. (in Ukrainian).