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Parametric Analysis of Back-To-Back Reinforced Earth Retaining Walls Sırt Sırta Takviyeli Toprak Duvarların Parametrik Analizi

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Parametric Analysis of Back-To-Back Reinforced Earth Retaining Walls Sırt Sırta Takviyeli Toprak Duvarların Parametrik Analizi Pamukkale Univ Muh Bilim Derg, 25(3), 247-256, 2019 Pamukkale Üniversitesi Mühendislik Bilimleri Dergisi Pamukkale University Journal of Engineering Sciences Parametric analysis of back-to-back reinforced earth retaining walls Sırt sırta takviyeli toprak duvarların parametrik analizi Mehrdad Tajabadi POUR1* , Behzad KALANTARI2 1,2Civil Engineering Department, Engineering Faculty, Hormozgan University, Bandar Abbas, Iran. [email protected], [email protected] Received/Geliş Tarihi: 08.09.2017, Accepted/Kabul Tarihi: 17.05.2018 doi: 10.5505/pajes.2018.22308 * Corresponding author/Yazışılan Yazar Research Article/Araştırma Makalesi Abstract Öz In recent years, Reinforced Earth retaining structures have become Son yıllarda, Takviye Edilmiş toprak yapılar, uygun performans, more desirable for construction and civil engineering projects because tasarım çeşitleri ve inşaat yöntemleri nedeniyle inşaat ve inşaat of their suitable performance, variation of design and construction mühendisliği projelerinde daha cazip hale gelmiştir. Bu yazıda sırt sırta methods. In this article, the performance of back-to-back reinforced takviyeli toprak duvarların performansı değerlendirilmiş ve earth walls has been evaluated and analyzed. Throughout the article, incelenmiştir. Bu bağlamda, iç sürtünme açısı, zeminin birim hacim, the effect of different parameters such as angle of internal friction, soil adezyon gibi farklı parametrelerin 1.5 m kalınlıktaki tabakalardaki unit weight, cohesion, using different materials in layers with 1.5 m farklı zemin malzemelerinin kullanımı ve takviye edici özellikleri gibi thickness and reinforcing elements' specifications has been analyzed. tanımlamalar değerlendirilmiştir. Duvarın temelinin geoteknik For detailed information from the site of the wall, a borehole was drilled özelliklerinden ayrıntılı bilgi için, 30 m derinliğine varan bir sondaj to a depth of 30 m and geotechnical tests were done in Hormozgan yapılmış ve iranın Hormozgan ilinde geoteknik testler yapılmıştır. province (Iran). The results show that the lower length and tensile Sonuçlar daha az uzunluk ve Çekme mukavemeti daha yüksek iç strength can be used with higher angle of internal friction and adhesion. sürtünme açısı ve Adezyon ile birlikte kullanılabileceğini Also, utilizing material in different layers produces a more favorable göstermektedir. Ayrıca, farklı katmanlarda malzeme kullanma daha performance, optimization and decreases the strength of reinforcer uygun bir performans üretir, takviye elemanlarının optimizasyon ve elements. mukavemeti azalır. Keywords: Geosynthetic reinforced soil walls, Finite element, Anahtar kelimeler: Güçlendirilmiş jeosentetik toprak duvarlar, Deformation, Stability Sınırlı eleman, Şekil değiştirme, Duraylılık distance of vertical reinforcements, the backfill material 1 Introduction properties and the foundation were considered. Results of the Mechanically stabilized earth retaining walls (MSE), also studies showed that the inner and outer failures are important known as reinforced soil walls, are widely utilized throughout criterions for determination of the minimum required length the world because of simple construction techniques, aesthetics [3]. Siavoshnia et. al. (2010) evaluated the performance of the and also, they are cost effective too. In principle, MSE retaining embankment reinforced with geotextile fibers constructed on wall is a composite system that consists of soil reinforcement, the fine grain soil and modeled it using PLAXIS 2D software. The backfill material, facing element and foundation. Since the first results showed that decreasing the embankment slope and its Geosynthetic reinforced soil (GRS) retaining wall was built in height from the bed while increasing the geotextile layers 1970 in France, this system has been used successfully as earth stiffness causes decrease in settlement of the embankment [4]. retaining structures for more than four decades. Superiority of Huang et. al. (2010) evaluated the effect of the wall toe the geosynthetics over other reinforcements has made the horizontal stiffness on the reinforced earth retaining wall geosynthetic earth walls one of the important options in performance under practical conditions. The numerical results designing the retaining walls. Qhaderi et al. (2005) examined indicated that wall toe stiffness in the bed is responsible for the parameters influence on the sloped embankments bearing a significant part of the loads resulting from the soil reinforced with geotextile fibers. Their studies revealed that pressure in the system[5]. Fuente et. al. (2011) studied three the stress distribution in the embankment height is new innovative models in precast concrete panels with independent of the geotextile layers' length. Also, the increase experimental pull out potential of the strips. Results suggest in the length and number of geotextile layers caused improved that using such models can cause the increase in performance safety factor of the embankment against the slip[1]. Subaida as well as facilitating the construction process[6]. Noorzad et. (2008) investigated the experimental strength of the woven al. (2010) experimentally investigated clay reinforcing with geotextile against tension and extraction of geotextile from the geotextile. Results of their study show that, with the increase in soil. The results showed that the strength of the geotextiles with the soil moisture, the maximum stress tolerated by the soil narrowly woven fibers did not largely differ for the soils with decreases for both with and without geotextile states, while different grain sizes. But for the geotextiles with wider woven some axial strain in the failure is observed. This is while the fibers the extraction strength is greater for the finer soil grains increase in the soil compaction results in escalation of the than the coarse sand [2]. Bilgin (2009) using the ruling failure strength and axial strain of the soil in both states [7]. state tried to determine the minimum length and the minimum Abdelouhab et. al. (2011) investigated the numerical analysis of shortening possibility in the reinforced earth walls. For this the earth wall behavior with different types of strip purpose parameters such as the wall height, surcharge, the reinforcements including metal strip and strip made of 247 Pamukkale Univ Muh Bilim Derg, 25(3), 247-256, 2019 M. T. Pour, B. Kalantari synthetic Polymeri materials with moderate stiffness (GS50) strain points are considered for it to determine the stiffness and high stiffness (GSHA). Results showed that using matrix. geosynthetic strips caused more deformation and higher safety factor value [8]. Sengupta (2012) performed a numerical study 2.1 Hardening-soil model (HS) using limit equilibrium and finite element methods for the The Hardening-Soil model (HS) and Hardening Soil-small failure of the reinforced earth walls. The deformation results (HS-small) models are designed to reproduce basic phenomena predicated by the finite elements method can be compared with exhibited by soils such as: densification, stiffness stress the actual data [9]. Esfandiari et al. (2012) carried out dependency, plastic yielding, dilatancy, strong stiffness experiments on the galvanized steel strips with transverse variation with growing shear strain amplitude in the regime of members aiming to increase the pull out capacity. Results of small strains (γ=10−6 to γ=10−3). HS model was initially their study show that using diagonal members ould cause formulated by Schanz [15]-[18], Vermeer and Bonnier [19]. increase in the pull out capacity as well as decrease of the length As for the Mohr-Coulomb model, limiting states of stress are required by the steel strips [10]. Alam et al. (2013) studied the described by means of the friction angle, ϕ, the cohesion, c and load-bearing mechanism of the steel-grid placed in the the dilatancy angle, ψ. However, soil stiffness is described much reinforced earth walls and its pull out capacity. The numerical more accurately by using three different input stiffnesses: the results demonstrate that if constant values are considered for triaxial loading stiffness, E50, the triaxial unloading stiffness, Eur, the soil friction angle and the coefficient of lateral earth and the oedometer loading stiffness, Eoed. As average values for pressure, the burden pressure will have no considerable effect various soil types, we have Eur ~3E50 and Eoed ~ E50, but both on the load capacity [11]. Mirmoradi et al. (2016) studied the very soft and very stiff soils tend to give other ratios of Eoed/E50. combined effect of toe resistance and facing inclination on the (1−υ)E behavior of GRS walls. The results indicate that the values of Eoed= E50, Eur =3E50, Eoed = (1) (1−2υ)(1+υ) ΣTmax (summation of the maximum load mobilized in the reinforcement layers)and ΣTo (the summation of the In contrast to the Mohr-Coulomb model, the Hardening-Soil connection loads) at the end of construction and at the model also accounts for stress-dependency of stiffness moduli. beginning of the surcharge load applications were similar, but In such situations there is also a simple relationship between ∗ the values of ΣTmax were greater than ΣTo for both walls at the modified compression index λ , as used in models for soft higher values of surcharge load and toe release [12]. Shehata soil and the oedometer loading modulus [22]. (2016) performed a numerical study using finite element ref method for effect of attaching shelves to a cantilever retaining ref
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