[雙語翻譯]擋土墻外文翻譯--土工合成材料加筋擋土墻內(nèi)部穩(wěn)定性分析（英文）

1、 Procedia Engineering 91 ( 2014 ) 346 – 351 1877-7058 © 2014 The Authors. Published by Elsevier Ltd. This is an open access article under the CC BY-NC-ND license (http://creativecommons.org/licenses/by-nc-nd

2、/3.0/). Peer-review under responsibility of organizing committee of the XXIII R-S-P seminar, Theoretical Foundation of Civil Engineering (23RSP) doi: 10.1016/j.proeng.2014.12.072 ScienceDirectAvailable online at www.sci

3、encedirect.comXXIII R-S-P seminar, Theoretical Foundation of Civil Engineering (23RSP) (TFoCE 2014) Internal Stability Analyses of Geosynthetic Reinforced Retaining Walls Jozef Vl?eka* a Department of Geote

4、chnics, University of Zilina, FCE, Univerzitna 8215/1, Zilina SK-010 26, Slovakia Abstract Monitoring of realized structures shows significant difference between assumed and measured values of the wall displacements and

5、 axial forces in geosynthetic reinforcements. This difference is caused by the conservative approach of conventional analytical methods and by the high values of the safety factors of geosynthetic reinforcements that un

6、dervalue their strength parameters. Therefore, deformation properties of the reinforcements and their interaction with soil environment become more important because strength parameters are not fully reached. Analysis

7、of quantities, such as wall face displacements, axial forces and strains in the reinforcements using analytical methods and numerical modelling, is presented in this paper. © 2014 The Authors. Published by Elsevie

8、r Ltd. Peer-review under responsibility of organizing committee of the XXIII R-S-P seminar, Theoretical Foundation of Civil Engineering (23RSP). Keywords: FEM; geosynthetics; internal stability; retaining wall; soil-

9、reinforcement interaction; 1. Introduction Use of geosynthetic materials for reinforcing purposes allows us to replace the massive concrete retaining walls with reinforced earth structures that have advantages in realisa

10、tion of the structure on soft soils. Reinforced earth structures also withstand the differential settlement very well. Design of these structures includes verification of global and internal stability. Global stabilit

11、y check is based on the gravity walls theory, with reinforced volume of the soil considered as a rigid block. Several methods of internal stability verification, which were calibrated by the monitoring of real structure

12、s, were developed. Beside the static equilibrium, these methods consider the influence of the reinforcement stiffness on overall structure stiffness, axial forces and strains of the reinforcement. Despite the improvem

13、ents of these methods, outputs of the monitoring mention the differences between assumed and measured strains and axial forces. Divergences are caused by the limitations of the analytical design methods, which verify on

14、ly static equilibrium without considering deformations. * Corresponding author. Tel.: +421-41-513-5755. E-mail address: j.vlcek@fstav.uniza.sk © 2014 The Authors. Published by Elsevier Ltd. This is an open access

15、article under the CC BY-NC-ND license (http://creativecommons.org/licenses/by-nc-nd/3.0/). Peer-review under responsibility of organizing committee of the XXIII R-S-P seminar, Theoretical Foundation of Civil Engineering

16、 (23RSP)348 Jozef Vl?ek / Procedia Engineering 91 ( 2014 ) 346 – 351 Overturning moments are not taken into account and vertical stress is considered as a result of acting gravity forces. The stiffness of the r

17、einforcing elements has major influence on the overall stiffness of the reinforced soil block [2]. 2.4. Simplified method Simplified method is an attempt to combine different methods allowed by the AASHTO standards into

18、one, using appropriate and simple approaches. Goal of the method was to avoid the iterative procedure and to consider different types of reinforcing elements. Scheme for variable depth and several types of reinforcement

19、 was set to calculate the coefficient of earth pressure without consideration of overturning moments [1]. 3. Models for analysis of internal stability To verify the earth pressure distribution in the backfill as a sourc

20、e of reinforcement load, a series of numerical models was created. Finite element method (FEM) software Plaxis 2D was used to analyze the internal stability in two selected realized retaining structures (cases A and B)

21、that were monitored using inclinometric and geodetic measurements. Exact knowledge of construction phases, material properties, imposed loads and foundation conditions was required for calibration of the numerical mode

22、ls [6, 8, 10, and 11]. Same input data were used for analytical calculations according to the above-mentioned methods for internal stability analysis without involving the partial safety factors. The profiles, where re

23、taining structures reach the highest elevation, were chosen for modelling. Quantities, such as axial forces and their distribution along the reinforcement, facing displacements and influence of the eccentric load,

24、were considered by the numerical modelling. Mohr-Coulomb model (MC) was chosen as a material model. For mesh generation a 15-noded elements were used and 2D plane strain model was enabled [3]. 3.1. Modelled structures A

25、n embankment of an overpass over railway with retaining wall at one of its slopes was modelled in case A. Retaining wall was reinforced with polypropylene geogrids connected to the segmental precast concrete blocks at th

26、e face of the wall. Foundation of the embankment consisted of two layers of polyester uniaxial geogrids with vertical spacing 0.3 m. The foundation of the wall was realized as a reinforced concrete block with dimension

27、s 0.6 x 1.2 m (Fig. 1 (a)). Vertical precast geodrains were installed below the base to speed up the consolidation process [7]. Second structure was the retaining wall of the parking lot near a warehouse. The facing wa

28、s created using gabion blocks with basic height 1 m connected with geogrids (Fig. 1 (b)). Fig. 1. (a) Scheme of the embankment of the overpass over the railway – case A; (b) Scheme of the retaining wall of