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بررسی آزمایشگاهی بالازدگی لولهی مدفون در خاک مستعد روانگرایی در اعماق مختلف | ||
| نشریه مهندسی عمران امیرکبیر | ||
| دوره 54، شماره 1، فروردین 1401، صفحه 35-52 اصل مقاله (1.92 M) | ||
| نوع مقاله: مقاله پژوهشی | ||
| شناسه دیجیتال (DOI): 10.22060/ceej.2021.17581.6609 | ||
| نویسندگان | ||
| سیما بهرام قناد؛ مسعود حاجی علیلوی بناب* ؛ مارال قربانی | ||
| دانشکده فنی و مهندسی، دانشگاه تبریز، تبریز، ایران. | ||
| چکیده | ||
| در زلزلههای اخیر بسیاری از سازههای مدفون از جمله تونلها و خطوط شریان حیاتی دچار آسیب جدی شدهاند. قابل ذکر است که پدیدهی روانگرایی خاک، نقش پررنگی در به وقوع پیوستن این خسارات داشته است. خسارات ناشی از بالازدگی خطوط شریان حیاتی سبب ایجاد انگیزه برای مطالعهی بالازدگی سازههای مدفون گردیده است. بدین جهت در این پژوهش سعی بر آن شده است که بالازدگی لولهی مدفون در خاک مستعد روانگرایی به صورت مدلسازی فیزیکی در اعماق مختلف مورد مطالعه قرار گیرد. خاک مورد استفاده در این مطالعه ماسهی قوم تپه بوده و از میزلرزه به جهت شبیهسازی بار لرزهای استفاده شده است. همچنین به سبب اهمیت مکانیزم تغییر شکل در این روند، از روش سرعتسنجی تصویری ذرات برای پی بردن به نحوهی حرکت خاک اطراف لوله به هنگام روانگرایی، استفاده شده است. لولهی مدفون در سه عمق: 1/5، 2/5 و 5 برابر قطر لوله، تحت بارلرزهای قرار گرفته و میزان بالازدگی و مکانیزم تغییر شکل بررسی شده است. نتایج حاکی از آن است که با کاهش عمق مدفون لوله، با توجه به اضافه فشار آب حفرهای نسبتا بالا در عمق پایینتر خاک، اضافه فشار ایجاد شده بعد از بارگذاری دینامیکی تمایل به اتلاف دارد و به سمت نقاط کم فشار (قسمت سطح) جریان مییابند و چون در نواحی سطحی، جریان رو به بالاست بنابراین بالازدگی تا حدودی ادامه مییابد. همچنین حرکت بردارهای جابهجایی در طرفین لوله به شکل حلقههای دایروی شکل میباشد که سعی در بالازدگی لوله را دارند. | ||
| کلیدواژهها | ||
| روانگرایی؛ بالازدگی؛ لولهی مدفون؛ سرعتسنجی تصویری ذرات؛ مدلسازی فیزیکی | ||
| موضوعات | ||
| ژئو تکنیک لرزه ای | ||
| عنوان مقاله [English] | ||
| Experimental study of uplift of buried pipe liquefiable soil at different depths by shaking table | ||
| نویسندگان [English] | ||
| Sima Bahram Ghannad؛ Masoud Hajialilue Bonab؛ Maral Ghorbani Barazin | ||
| Department of Geotechnical Engineering, Faculty of Civil Engineering, University of Tabriz | ||
| چکیده [English] | ||
| Many buried structures, including tunnels and lifelines, have been severely damaged in recent earthquakes. It is noteworthy that the phenomenon of soil liquefaction has played a significant role in the occurrence of these damages. Damage caused by the uplift of lifelines has motivated the study of the uplift of buried structures. Therefore, in this study, an attempt has been made to the experimental study of the uplift of buried pipes in liquefiable soils by physical modeling at different depths. The soil used in this study is Gum Tape sand and shaking table has been used to simulate seismic load. Also, due to the importance of the deformation mechanism in this process, the particle image velocimetry method has been used to find out how the soil around the pipe moves during liquefaction. Buried pipe at three depths: 1.5, 2.5 and 5 times the diameter of the pipe has been subjected to seismic load and the degree of elevation and deformation mechanism have been investigated. The results show that with decreasing the buried depth of the pipe, due to the relatively high pore water pressure in the lower depth of the soil, the overpressure created after dynamic loading tends to be wasted and flows towards the low-pressure points (surface part). And because in the surface areas, the flow is upward, so the uplift continues to some extent. Also, the displacement vectors on the sides of the pipe are in the form of circular rings that try to raise the pipe. | ||
| کلیدواژهها [English] | ||
| Liquefaction, Uplift, Buried pipe, Particle Image velocimetry, Physical Modeling | ||
| مراجع | ||
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[1] N. Taylor, V. Tran, Experimental and theoretical studies in subsea pipeline buckling, Marine Structures, 9(2) (1996) 211-257. [2] T.C. Maltby, C.R. Calladine, An investigation into upheaval buckling of buried pipelines—II. Theory and analysis of experimental observations, International journal of mechanical sciences, 37(9) (1995) 965-983. [3] K. Sugito, T. Okano, R. Fukagawa, LIQUEFACTION ANALYSIS OF VERIFICATION ON THE INFLUENCE OF UNDERGROUND STRUCTURE, INTERNATIONAL JOURNAL OF GEOMATE, 16(58) (2019) 104-109. [4] M. Jefferies, K. Been, Soil liquefaction: a critical state approach, CRC press, 2015. [5] S. Chian, S. Madabhushi, Effect of buried depth and diameter on uplift of underground structures in liquefied soils, Soil Dynamics and Earthquake Engineering, 41 (2012) 181-190. [6] T. Travasarou, J. Chacko, W. Chen, A. Fernandez, Assessment of Liquefaction-Induced Hazards for Immersed Structures, in: Offshore Technology Conference, Offshore Technology Conference, 2012. [7] K. Horikawa, Y. Sakino, Review of damage in welded joints caused by the Kobe earthquake, Transactions of JWRI, 24(2) (1995) 1-10. [8] C. Scawthorn, P.I. Yanev, 17 January 1995, Hyogo-ken Nambu, Japanese earthquake, Engineering Structures, 17(3) (1995) 146-157. [9] W.W. Chen, B.-j. Shih, Y.-C. Chen, J.-H. Hung, H.H. Hwang, Seismic response of natural gas and water pipelines in the Ji-Ji earthquake, Soil Dynamics and Earthquake Engineering, 22(9-12) (2002) 1209-1214. [10] I. Towhata, Geotechnical earthquake engineering, Springer Science & Business Media, 2008. [11] M. Ghayamghamian, T. Tobita, S. Iai, G.-C. Kang, Reconnaissance Report of July 16, 2007 Niigata-Ken Chuetsu-Oki, Japan, Earthquake, Journal of Seismology and Earthquake Engineering, 9(1-2) (2007) 73-84. [12] A.R. Bagherieh, I. Loloi, A. Bagherieh, Numerical Modeling of Tunnels and Lifelines in Liquefiable Grounds Under Seismic Loading, Journal of Ferdowsi Civil Engineering, 27(2) (2016). [13] S. Chian, K. Tokimatsu, Floatation of underground structures during the M w 9.0 Tōhoku Earthquake of 11th March 2011, in: Proceedings of the 15th World Conference on Earthquake Engineering, Lisbon, Paper ID, 2012. [14] K. Tokida, Y. Ninomiya, T. Azuma, Liquefaction potential and uplift deformation of underground structure, WIT Transactions on The Built Environment, 3 (1970). [15] J. Koseki, O. Matsuo, S. Tanaka, Uplift of sewer pipes caused by earthquake-induced liquefaction of surrounding soil, Soils and foundations, 38(3) (1998) 75-87. [16] J.-L. Hu, H.-B. Liu, The uplift behavior of a subway station during different degree of soil liquefaction, Procedia engineering, 189 (2017) 18-24. [17] A. Hasheminezhad, H. Bahadori, Seismic response of shallow foundations over liquefiable soils improved by deep soil mixing columns, Computers and Geotechnics, 110 (2019) 251-273. [18] D.D. Nourzadeh, P. Mortazavi, A. Ghalandarzadeh, S. Takada, M. Ahmadi, Performance assessment of the Greater Tehran Area buried gas distribution pipeline network under liquefaction, Soil Dynamics and Earthquake Engineering, 124 (2019) 16-34. [19] M. Castiglia, F.S. de Magistris, J. Koseki, Uplift of buried pipelines in liquefiable soils using shaking table apparatus, (2019). [20] H. Bahadori, H. Motamedi, A. Hasheminezhad, R. Motamed, Shaking table tests on shallow foundations over geocomposite and geogrid-reinforced liquefiable soils, Soil Dynamics and Earthquake Engineering, 128 (2020) 105896. [21] A.G. Papadimitriou, G.D. Bouckovalas, D.J. Nyman, A.I. Valsamis, Analysis of buried steel pipelines at watercourse crossings under liquefaction-induced lateral spreading, Soil Dynamics and Earthquake Engineering, 126 (2019) 105772. [22] P.B. Sudevan, A. Boominathan, S. Banerjee, Numerical Study of Liquefaction-Induced Uplift of Underground Structure, International Journal of Geomechanics, 20(2) (2020) 06019020. [23] J. Wu, G.P. Kouretzis, L.P. Suwal, Y. Ansari, S.W. Sloan, Shallow and deep failure mechanisms during uplift and lateral dragging of buried pipes in sand, Canadian Geotechnical Journal, (ja) (2019). [24] A.O. Mahmoud, M.N. Hussien, M. Karray, M. Chekired, C. Bessette, L. Jinga, Mitigation of liquefaction-induced uplift of underground structures, Computers and Geotechnics, 125 (2020) 103663. [25] R. Liu, S. Yan, X. Wu, Model test studies on soil restraint to pipeline buried in Bohai soft clay, Journal of Pipeline Systems Engineering and Practice, 4(1) (2012) 49-56. [26] C.H. Trautmann, T.D. O'Rourfce, F.H. Kulhawy, Uplift force-displacement response of buried pipe, Journal of Geotechnical Engineering, 111(9) (1985) 1061-1076. [27] M. Bransby, T. Newson, P. Brunning, Centrifuge modelling of the upheaval capacity of pipelines in liquefied clay, in: The Twelfth International Offshore and Polar Engineering Conference, International Society of Offshore and Polar Engineers, 2002. [28] S.G. Paikowsky, F. Xi, Particle motion tracking utilizing a high-resolution digital CCD camera, Geotechnical Testing Journal, 23(1) (2000) 123-134. [29] D. White, A. Barefoot, M. Bolton, Centrifuge modelling of upheaval buckling in sand, International Journal of Physical Modelling in Geotechnics, 1(2) (2001) 19-28. [30] B. Huang, J. Liu, D. Ling, Y. Zhou, Application of particle image velocimetry (PIV) in the study of uplift mechanisms of pipe buried in medium dense sand, Journal of Civil Structural Health Monitoring, 5(5) (2015) 599-614. [31] S. Iai, T. Sugano, Shake table testing on seismic performance of gravity quay walls, in: Proceedings of the 12th World Conference on Earthquake Engineering, 2000. [32] M. Otsubo, I. Towhata, T. Hayashida, M. Shimura, T. Uchimura, B. Liu, D. Taeseri, B. Cauvin, H. Rattez, Shaking table tests on mitigation of liquefaction vulnerability for existing embedded lifelines, Soils and Foundations, 56(3) (2016) 348-364. [33] K. Hatami, R. Bathurst, P.D. Pietro, Static response of reinforced soil retaining walls with nonuniform reinforcement, International Journal of Geomechanics, 1(4) (2001) 477-506. [34] A.J. Crewe, The characterisation and optimisation of earthquake shaking table performance, University of Bristol, 1998. [35] L. Sun, Centrifuge modeling and finite element analysis of pipeline buried in liquefiable soil, (2002). | ||
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