2016, Volume 2, Issue 2
Engineering >> 2016, Volume 2, Issue 2 doi: 10.1016/J.ENG.2016.02.005
Mechanism of the December 2015 Catastrophic Landslide at the Shenzhen Landfill and Controlling Geotechnical Risks of Urbanization
a. China Institute of Geo-Environment Monitoring, China Geological Survey, Beijing 100081, China
b. Institute of Geo-Mechanics, Chinese Academy of Geological Sciences, China Geological Survey, Beijing 100081, China
c. MOE Key Laboratory of Soft Soils and Geoenvironmental Engineering, Zhejiang University, Hangzhou 310058, China
d. Institute of Rock and Soil Mechanics, Chinese Academy of Sciences, Wuhan 430071, China
e. Urban Planning, Land & Resources Commission of Shenzhen Municipality, Shenzhen, Guangdong 518034, China
f. Shenzhen Geotechnical Investigation & Surveying Institute Co., Ltd., Shenzhen, Guangdong 518026, China
Next Previous
Abstract
This paper presents findings from an investigation of the large-scale construction solid waste (CSW) landslide that occurred at a landfill at Shenzhen, Guangdong, China, on December 20, 2015, and which killed 77 people and destroyed 33 houses. The landslide involved 2.73×106 m3 of CSW and affected an area about 1100?m in length and 630?m in maximum width, making it the largest landfill landslide in the world. The investigation of this disaster used a combination of unmanned aerial vehicle surveillance and multistage remote-sensing images to reveal the increasing volume of waste in the landfill and the shifting shape of the landfill slope for nearly two years before the landslide took place, beginning with the creation of the CSW landfill in March, 2014, that resulted in the uncertain conditions of the landfill’s boundaries and the unstable state of the hydrologic performance. As a result, applying conventional stability analysis methods used for natural landslides to this case would be difficult. In order to analyze this disaster, we took a multistage modeling technique to analyze the varied characteristics of the landfill slope’s structure at various stages of CSW dumping and used the non-steady?flow?theory to explain the groundwater seepage problem. The investigation showed that the landfill could be divided into two units based on the moisture in the land: ① a front uint, consisted of the landfill slope, which had low water content; and ② a rear unit, consisted of fresh waste, which had a high water content. This structure caused two effects—surface-water infiltration and consolidation seepage that triggered the landslide in the landfill. Surface-water infiltration induced a gradual increase in pore water pressure head, or piezometric head, in the front slope because the infiltrating position rose as the volume of waste placement increased. Consolidation seepage led to higher excess pore water pressures as the loading of waste increased. We also investigated the post-failure soil dynamics parameters of the landslide deposit using cone penetration, triaxial, and ring-shear tests in order to simulate the characteristics of a flowing slide with a long run-out due to the liquefaction effect. Finally, we conclude the paper with lessons from the tens of catastrophic landslides of municipal solid waste around the world and discuss how to better manage the geotechnical risks of urbanization.
Keywords
Construction solid waste (CSW) ; Landfill landslide ; Factor of safety (FOS) ; Geotechnical risk
Figures
Fig. 1
Fig. 2
Fig. 3
Fig. 4
Fig. 5
Fig. 6
Fig. 7
Fig. 8
Fig. 9
Fig. 10
Fig. 11
Fig. 12
Fig. 13
Fig. 14
Fig. 15
Fig. 16
Fig. 17
Fig. 18
Fig. 19
Fig. 20
Fig. 21
Fig. 22
Fig. 23
Fig. 24
Fig. 25
Fig. 26
References
[ 1 ]
Reddy KR, Basha BM. Slope stability of waste dumps and landfills: state-of-the-art and future challenges. In: Proceedings of Indian Geotechnical Conference;
[ 2 ] Merry SM, Kavazanjian Jr E, Fritz WU. Reconnaissance of the July 10, 2000, Payatas landfill failure. J Perform Constr Facil 2005;19(2):100–7. link1
[ 3 ] Jafari NH, Stark TD, Merry S. The July 10 2000 Payatas landfill slope failure. Int J Geoeng Case Hist 2013;2(3):208–28.
[ 4 ] Lavigne F, Wassmer P, Gomez C, Davies TA, Hadmoko DS, Yan T, et al. The 21 February 2005, catastrophic waste avalanche at Leuwigajah dumpsite, Bandung, Indonesia. Geoenvironmental Disasters 2014;1(1):10. link1
[ 5 ]
Koerner RM, Soong TY. Stability assessment of ten large landfill failures. In: Zornberg JG, Christpher BR, editors Advances in Transportation and Geoenvironmental Systems Using Geosynthetics: Proceedings of Sessions of Geo-Denver 2000;
[ 6 ] Koerner RM, Soong TY. Leachate in landfills: the stability issues. Geotext Geomembranes 2000;18(5):293–309. link1
[ 7 ] Stark TD, Edi HT, Evans WD, Sherry PE. Municipal solid waste slope failure. II: stability analyses. J Geotech Geoenviron Eng 2000;126(5):408–19. link1
[ 8 ] Schroeder PR, Dozier TS, Zappi PA, McEnroe BM, Sjostrom JW, Peyton RL. The hydrologic evaluation of landfill performance (HELP) model: engineering documentation for version 3. Washington DC: US Environmental Protection Agency Office of Research and Development; 1994.
[ 9 ] Reddy KR, Hettiarachchi H, Parakalla N, Gangathulasi J, Bogner J, Lagier T. Hydraulic conductivity of MSW in landfills. J Environ Eng 2009;135(8):677–83. link1
[10]
Bauer J, Koelsch F, Borgatto AVA. Stability analysis according to different shear strength concepts exemplified by two case studies. In: Proceedings of APLAS Sapporo 2008−the 5th Asian-Pacific Landfill Symposium;
[11] Blight G. Slope failures in municipal solid waste dumps and landfills: a review. Waste Manag Res 2008;26(5):448–63. link1
[12] GEO-SLOPE International Ltd. Seepage modeling with SEEP/W 2007 version: an engineering methodology. 3rd ed. Calgary: GEO-SLOPE International Ltd; 2008.
[13] Chen YJ. Types and addition of pore pressure. Chin J Geotech Eng 2012;34(5):954–6. Chinese.
[14] Li GX. Static pore water pressure and excess pore water pressure—a discussion with Mr. Chen Yujiong. Chin J Geotech Eng 2012;34(5):957–60. Chinese.
[15] Hungr O, McDougall S. Two numerical models for landslide dynamic analysis. Comput Geosci 2009;35(5):978–92. link1
[16] Sassa K, He B, Dang K, Nagai O, Takara K. Plenary: progress in landslide dynamics. In: Sassa K, Canuti P,Yin YP, editors Landslide science for a safer geoenvironment. Switzerland: Springer International Publishing; 2014. p. 37–67.
[17] Yin YP, Cheng YL, Liang JT, Wang WP. Heavy-rainfall-induced catastrophic rockslide-debris flow at Sanxicun, Dujiangyan, after the Wenchuan Ms 8.0 earthquake. Landslides 2016;13(1):9–23. link1
[18] Sassa K, Fukuoka H, Wang GH, Ishikawa N. Undrained dynamic loading ring-shear apparatus and its application to landslide dynamics. Landslides 2004;1(1):7–19. link1
[19] Sassa K, He B, Miyagi T, Strasser M, Konagai K, Ostric M, et al. A hypothesis of the Senoumi submarine megaslide in Suruga Bay in Japan—based on the undrained dynamic-loading ring shear tests and computer simulation. Landslides 2012;9(4):439–55. link1
[20] Skempton AW. Residual strength of clays in landslides, folded strata and the laboratory. Géotechnique 1985;35(1):3–18.
[21] Kuenza K, Towhata I, Orense RP, Wassan TH. Undrained torsional shear tests on gravelly soils. Landslides 2004;1(3):185–94. link1
[22] Ishihara K. Liquefaction and flow failure during earthquake. Géotechnique 1993;43(3):351–451.
[23] Sladen JA, D’Hollander RD, Krahn J. The liquefaction of sands, a collapse surface approach. Can Geotech J 1985;22(4):564–78. link1
[24] Vaid YP, Chung EKF, Kuerbis RH. Stress path and steady state. Can Geotech J 1990;27(1):1–7. link1
[25] Castro G, Poulos SJ. Factors affecting liquefaction and cyclic mobility. J Geotech Geoenviron 1977;103(6):501–16.
[26] Poulos SJ. The steady state of deformation. J Geotech Geoenviron 1981;107(5): 553–62.
[27] Baynes FJ. Sources of geotechnical risk. Q J Eng Geol Hydroge 2010;43(3): 321–31. link1
[28] McMahon BK. Geotechnical design in the face of uncertainty: E.H. Davis memorial lecture. Sydney: Australian Geomechanics Society; 1985.
[29] Clayton CRI. Managing geotechnical risk: improving productivity in UK building and construction. London: Thomas Telford Ltd.; 2001.
[30] Kocasoy G, Curi K. The Ümraniye-Hekimbasi open dump accident. Waste Manag Res 1995;13(4):305–14.
[31]
Kölsch F, Ziehmann G. Landfill stability—risks and challenges. Waste Management World
[32] Blight G. A flow failure in a municipal solid waste landfill−the failure at Bulbul, South Africa. In: Jardine RJ, Potts DM, Higgins KG, editors Proceedings of Advances in Geotechnical Engineering−The Skempton Conference. London: Thomas Telford Ltd.; 2004. p. 777–88.
[33]
Hendron DM, Fernandez G, Prommer PJ, Giroud JP, Orozco LF. Investigation of the cause of the 27 September 1997 slope failure at the Doña Juana landfill. In: Proceedings of Sardinia 1999, the 7th International Waste Management and Landfill Symposium;
[34] Eid HT, Stark TD, Evans WD, Sherry PE. Municipal solid waste slope failure. I: waste and foundation soil properties. J Geotech Geoenviron Eng 2000;126(5):397–407. link1
[35]
Huvaj-Sarihan N, Stark TD. Back-analyses of landfill slope failures. In: Proceedings of the 6th International Conference on Case Histories in Geotechnical Engineering;
京公网安备 11010502051620号
