پیوندهای مفید
آمار
| تعداد نشریات | 8 |
| تعداد شماره‌ها | 432 |
| تعداد مقالات | 5,608 |
| تعداد مشاهده مقاله | 7,290,498 |
| تعداد دریافت فایل اصل مقاله | 6,123,210 |
رفتار استاتیکی پی رینگی بر بستر ماسه‌ای مسلح شده با ترکیب خرده لاستیک و ژئوگرید | ||
| نشریه مهندسی عمران امیرکبیر | ||
| مقاله 14، دوره 52، شماره 6، شهریور 1399، صفحه 1521-1538 اصل مقاله (2.42 M) | ||
| نوع مقاله: مقاله پژوهشی | ||
| شناسه دیجیتال (DOI): 10.22060/ceej.2019.15429.5917 | ||
| نویسندگان | ||
| محمدحسین کیقبادی؛ عادل عساکره* ؛ بهزاد کلانتری؛ مسعود دهقانی | ||
| گروه مهندسی عمران، دانشکده فنی مهندسی، دانشگاه هرمزگان، بندر عباس، ایران | ||
| چکیده | ||
| از پی‌های رینگی در صنایع مختلف از جمله نفت وگاز، استفاده می‌شود. بنابراین، این گونه از پی‌ها از اهمیت بالایی برخوردار بوده و اقداماتی برای بهبود رفتار آن، می‌تواند بسیار حائز اهمیت باشد. در پژوهش حاضر با استفاده از آزمایش‌های تجربی، رفتار پی رینگی با قطر خارجی ثابت 300 میلیمتر و مستقر بر بستر ماسه‌ای مسلح شده با خرده لاستیک دانه‌ای به تنهایی و همچنین در ترکیب با ژئوگرید، تحت بار استاتیکی، ارزیابی شده است. نتایج نشان می‌دهد در هر دو حالت بستر غیر مسلح و همچنین مسلح شده با خرده لاستیک، پی رینگی با نسبت قطر داخلی به خارجی برابر با 0/4 ،دارای بیشترین ظرفیت باربری می‌باشد. همچنین ضخامت بهینه لایه مخلوط خاک – خرده لاستیک برابر با نصف قطر خارجی پی رینگی می‌باشد، که در صورت استفاده از آن، ظرفیت باربری تا 41/5 درصد نسبت به حالت غیر مسلح افزایش می‌یابد؛ افزایش بیشتر این ضخامت نتیجه معکوس داشته و ظرفیت باربری را کاهش و نشست را افزایش می‌دهد. البته استفاده از مسلح کننده ژئوگرید در ترکیب با لایه مخلوط خاک - خرده لاستیک، می‌تواند قدری خاصیت تسلیح کنندگی این لایه با ضخامت‌های زیاد را فعال کند، ولی مقدار آن به قدری نیست که بتواند بر اثرات منفی ناشی از به کارگیری این لایه با ضخامت‌هایی بیش از ضخامت بهینه مذکور، غلبه کند. به طور کلی استفاده ترکیبی از مسلح کننده‌های ژئوگرید و خرده لاستیک تاثیر بیشتری نسبت به استفاده جداگانه از آن‌ها، داشته و می‌تواند ظرفیت باربری را تا 62/7 %نسبت به حالت غیر مسلح افزایش دهد. | ||
| کلیدواژه‌ها | ||
| پی رینگی؛ خرده لاستیک؛ ژئوگرید؛ ظرفیت باربری؛ نشست | ||
| موضوعات | ||
| پی های سطحی و صندوقه ای؛ خاک مسلح؛ مکانیک خاک و پی؛ مکانیک خاک و پی | ||
| عنوان مقاله [English] | ||
| Static behavior of ring footing based on geogrid-rubber reinforced sand bed | ||
| نویسندگان [English] | ||
| Mohammad Hossein Keyghobadi؛ ADEL ASAKEREH؛ Behzad Kalantari؛ Masoud Dehghani | ||
| Department of civil engineering, Faculty of Engineering, University of Hormozgan, Bandar Abbas, Iran. | ||
| چکیده [English] | ||
| Ring footings have been used in various industries, like oil and gas. So this kind of footings is very important and doing some works to improve their behavior can be very important. In the present study, the behavior of ring footings with a constant outer diameter of 300 mm based on reinforced bed with granular rubber particles alone and also in combination with a geogrid layer, subjected to static loads, has been investigated by experimental tests. The results showed in both unreinforced and rubber-reinforced bed, the ring footing with inner to outer diameter ratio of 0.4 had the maximum bearing capacity. Also, the optimum thickness of rubber-reinforced layer is equal to 0.5 times the outer diameter of ring footing; in this case, the bearing capacity can be increased by 41.5% compared with the unreinforced bed; more increases than optimum value, have reverse results and lead to decrease in bearing capacity and increase in settlement. Using the geogrid layer can activate reinforcing effects of rubber-reinforced layer with high thicknesses, but its value is not big enough to overcome the negative effects of using rubber-reinforced layers with higher thicknesses than optimum value. At last, using geogrid reinforcement in combination with rubber particles can be more effective than using each of them alone. In geogrid-rubber reinforced bed, the bearing capacity can be increased by 62.7% compared with the unreinforced bed. | ||
| کلیدواژه‌ها [English] | ||
| Ring footing, Rubber particle, Geogrid, Bearing capacity, Settlement | ||
| مراجع | ||
|
[1] M.L. Ohri, D.G.M. Purhit, M.L. Dubey, Behavior of ring footings on dune sand overlaying dense sand, in: International Conference of Civil Engineers, Tehran, Iran, (1997). [2] J.H. Boushehrian, N. Hataf, Experimental and numerical investigation of the bearing capacity of model circular and ring footings on reinforced sand, Geotextiles and Geomembranes, 21(4) (2003) 241-256. [3] M. El Sawwaf, A. Nazir, Behavior of eccentrically loaded small-scale ring footings resting on reinforced layered soil, Journal of Geotechnical and Geoenvironmental Engineering, 138(3) (2012) 376-384. [4] V. Sharma, A. Kumar, Influence of relative density of soil on performance of fiber-reinforced soil foundations, Geotextiles and Geomembranes, 45(5) (2017) 499-507. [5] J. Kumar, P. Ghosh, Bearing capacity factor Nγ for ring footings using the method of characteristics, Canadian geotechnical journal, 42(5) (2005) 1474-1484. [6] L. Zhao, J.H. Wang, Vertical bearing capacity for ring footings, Computers and Geotechnics, 35(2) (2008) 304292. [7] A. Keshavarz, J. Kumar, Bearing capacity computation for a ring foundation using the stress characteristics method, Computer and Geotechnics, 89 (2017) 33-42. [8] M. Laman, A. Yildiz, Numerical studies of ring foundations on geogrid-reinforced sand, Geosynthetics International, 14(2)(2007)52-68. [9] USTMA: U.S, Tire Manufacturers Association, in, U.S. Scrape Tire Management Summary 2018. [10] P. Gotteland, S. Lambert, L. Balachowski, Strength characteristics of tyre chips-sand mixtures, Studia geotechnica et mechanica, 27(1-2) (2005) 55-66. [11] A. Edincliler, A.F. Cabalar, A. Cagatay, A. Cevik, Triaxial compression behavior of sand and tire wastes using neural networks, Neural Computing and Applications, 21(3) (2012) 441-452. [12] S. Bali Reddy, D. Pradeep Kumar, A. Murali Krishna, Evaluation of the optimum mixing ratio of a sand-tire chips mixture for geoengineering applications, Journal of Materials in Civil Engineering, 28(2) (2016) 1-7. [13] D. Kyser, N. Ravichandran, Properties of chipped rubber roofing membrane and sand mixtures for civil engineering applications, Journal of Building Engineering, 7 (2016) 103-113. [14] R.J. Chenari, B. Fatahi, M.A.A. Maroufi, R. Alaie, An Experimental and Numerical Investigation into the Compressibility and Settlement of Sand Mixed with TDA, Geotechnical and Geological Engineering, 35(5) (2017) 1-20. [15] D. Rezazadeh Eidgahee, A. Haddad, H. Naderpour, Evaluation of shear strength parameters of granulated waste rubber using artificial neural networks and group method of data handling, Scientia Iranica, 26(6) (2019) 3233-3244. [16] S.N. Moghaddas Tafreshi, A.H. Norouzi, Bearing capacity of a square model footing on sand reinforced with shredded tire–An experimental investigation, Construction and Building Materials, 35 (2012) 547-556. [17] S.N. Moghaddas Tafreshi, N. Joz Darabi, G. Tavakoli Mehrjardi, A. Dawson, Experimental and numerical investigation of footing behaviour on multi-layered rubberreinforced soil, European Journal of Environmental and Civil Engineering, (2016) 1-24. [18] R.K. Mittal, G. Gill, Pressure settlement behaviour of strip footing resting on tire-chip reinforced sand, International Journal of Geotechnical Engineering, (2017) 1-7. [19] S.M. Anvari, I. Shooshpasha, Influence of size of granulated rubber on bearing capacity of fine-grained sand, Arabian Journal of Geosciences, 9(18) (2016) 707. [20] G.h. Tavakoli Mehrjardi, S.N. MoghaddasTafreshi, A.R. Dawson, Combined use of geocell reinforcement and rubber–soil mixtures to improve performance of buried pipes, Geotextiles and Geomembranes, 34 (2012) 116-130. [21] S. Moghaddas Tafreshi, O. Khalaj, A. Dawson, Pilot-scale load tests of a combined multilayered geocell and rubberreinforced foundation, Geosynthetics International, 20(3) (2013) 143-161. [22] ASTM D2487-11, Standard practice for classification of soils for engineering purposes (Unified Soil Classification System), in, ASTM International, West Conshohocken, PA, USA, 2011. [23] C.W. Hsieh, H. Mao, A bench-scale performance test for evaluation the geosynthetic reinforcement effects on granular base courses, Geosynthetics Research and Development in Progress, (2005) 1-11. [24] S.N. Moghaddas Tafreshi, A.H. Norouzi, Application of waste rubber to reduce the settlement of road embankment, Geomechanics and Engineering, 9(2) (2015) 219-241. [25] N. Joz Darabi, S.N. Moghaddas Tafreshi, Investigation into footing behavior of layered granulated rubber-soil mixture: Experimental study on small and large scale models, Sharif journal civil engineering, 32.2(2.2) (2016) 79-88, In Persian. [26] S. Sireesh, T.G. Sitharam, S.K. Dash, Bearing capacity of circular footing on geocell–sand mattress overlying clay bed with void, Geotextiles and Geomembranes, 27(2) (2009) 89-98. [27] S.N. Moghaddas Tafreshi, G.h. Tavakoli Mehrjardi, M. Ahmadi, Experimental and numerical investigation on circular footing subjected to incremental cyclic loads, International Journal of Civil Engineering, 6(4) (2011) 265-274. [28] G.H. Tavakoli Mehrjardi, H. Jamshidi, Bearing capacity and settlement of ring footing, Thechnical and Soil Mechanics Lab Co, (2010), Book In Persian. [29] ASTM D1556M-15/D1556M-15 Standard test method for density and unit weight of soil in place by the sand-cone method, in, ASTM International, West Conshohocken, PA, USA, 2015. [30] S.K. Dash, S. Sireesh, T.G. Sitharam, Model studies on circular footing supported on geocell reinforced sand underlain by soft clay, Geotextiles and Geomembranes, 21(4) (2003) 197-219. [31] C.R. Patra, B.M. Das, C. Atalar, Bearing capacity of embedded strip foundation on geogrid-reinforced sand, Geotextiles and Geomembranes, 23(5) (2005) 454-462. [32] T.G. Sitharam, S. Saride, S.K. Dash, Performance of surface footing on geocell-reinforced soft clay beds, Geotechnical and Geological Engineering, 25(5) (2007) 509-524. [33] S.N. Moghaddas Tafreshi, A.R. Dawson, Comparison of bearing capacity of a strip footing on sand with geocell and with planar forms of geotextile reinforcement, Geotextiles and Geomembrane, 28(1) (2010a) 72-84. [34] G. Ranjan, S. Saran, A.K. Gupta, Beaviour of ring footings on sand under vertical and horizontal loads, in: 9thAsian Geotechnical Conference, Bankok, Thiland, (1987). [35] C.C. Huang, F. Tatsuoka, Prediction of bearing capacity in level sandy ground reinforced with strip reinforcement, in: Proc. Int. Geotech. Symp. Theory and Practice of Earth Reinforcement, Balkema, Fukuoka, Kyushu, Japan, (1988), 191-196. [36] C.C. Huang, F. Tatsuoka, Bearing capacity of reinforced horizontal sandy ground, Geotextiles and Geomembranes,9(1)(1990)51-82. [37] C.C. Huang, F.Y. Menq, Deep-footing and wide-slab effects in reinforced sandy ground, Journal of Geotechnicals and Geoenvironmental Engineering, 123(1) (1997) 30-36. | ||
|
آمار تعداد مشاهده مقاله: 953 تعداد دریافت فایل اصل مقاله: 986 |
||