Relevant bibliographies by topics / Sand pile

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  1. Journal articles
  2. Dissertations / Theses
  3. Books
  4. Book chapters
  5. Conference papers
  6. Reports

Academic literature on the topic 'Sand pile'

Author: Grafiati
Published: 7 June 2025
Last updated: 26 June 2025

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Journal articles on the topic "Sand pile"

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Li, Zheming, Malcolm D. Bolton, and Stuart K. Haigh. "Cyclic axial behaviour of piles and pile groups in sand." Canadian Geotechnical Journal 49, no. 9 (2012): 1074–87. http://dx.doi.org/10.1139/t2012-070.

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Piled foundations are often subjected to cyclic axial loads. This is particularly true for the piles of offshore structures, which are subjected to rocking motions caused by wind or wave actions, and for those of transport structures, which are subjected to traffic loads. As a result of these cyclic loads, excessive differential or absolute settlements may be induced during the piles’ service life. In the research presented here, centrifuge modelling of single piles and pile groups was conducted to investigate the influence of cyclic axial loads on the performance of piled foundations. The influence of installation method was investigated and it was found that the cyclic response of a pile whose jacked installation was modelled correctly is much stiffer than that of a bored pile. During displacement-controlled axial load cycling, the pile head stiffness reduces with an increasing number of cycles, but at a decreasing rate; during force-controlled axial load cycling, more permanent settlement is accumulated for a bored pile than for a jacked pile. The performance of individual piles in a pile group subjected to cyclic axial loads is similar to that of a single pile, without any evident group effect. Finally, a numerical analysis of axially loaded piles was validated by centrifuge test results. Cyclic stiffness of soil at the base of pre-jacked piles increases dramatically, while at base of jacked piles it remains almost constant.
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Lee, Su-Hyung, and Choong-Ki Chung. "An experimental study of the interaction of vertically loaded pile groups in sand." Canadian Geotechnical Journal 42, no. 5 (2005): 1485–93. http://dx.doi.org/10.1139/t05-068.

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The interactions among closely located piles and a cap in a pile group are complex. The current design practice for vertically loaded pile groups roughly estimates their overall behavior and generally yields conservative estimations of the group capacity. For a proper pile group design, factors such as the interaction among piles, the interaction between cap and piles, and the influence of pile installation method all need to be considered. This paper presents the results of the model test, which can be used to better understand the interactions of vertically loaded pile groups in granular soil. Load tests were carried out on the following: an isolated single pile, single-loaded center piles in groups, a footing without any piling, free standing pile groups, and piled footings. The influences of pile driving and the interactions among bearing components on load–settlement and load transfer characteristics of piles and on the bearing behavior of a cap in a group are investigated separately by comparing their respective test results. The favorable interaction effects that increase pile capacities are identified.Key words: pile group, pile installation, interaction, model test, free standing, piled footing.
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Bralović, Nemanja, Iva Despotović, and Danijel Kukaras. "Experimental Analysis of the Behaviour of Piled Raft Foundations in Loose Sand." Applied Sciences 13, no. 1 (2022): 546. http://dx.doi.org/10.3390/app13010546.

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This paper presents the experimental analysis that was conducted on small-scale 1g physical models of piled raft foundation structures with a group of 2 × 2 piles in loose sand. The purpose of the piles was to reduce the settlement of the raft. The test program included twelve experiments, three of which were conducted on a raft alone and nine on piled rafts at pile distances of 3d, 4d, and 5d and pile lengths of 10d, 20d, and 40d, where d is pile diameter. The test results show that the current conventional approach to design of piled raft foundations, at a high safety load factor in piles that assume to take the whole external applied load, is very conservative. Instead, it is more economical to apply a low bearing capacity factor for piles as settlement reducers and maximize use of raft bearing capacity to carry part of the external load.
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Alawneh, Ahmed Shlash, Abdallah I. Husein Malkawi, and Husein Al-Deeky. "Tension tests on smooth and rough model piles in dry sand." Canadian Geotechnical Journal 36, no. 4 (1999): 746–53. http://dx.doi.org/10.1139/t98-104.

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In order to delineate the significant variables affecting the ultimate uplift shaft resistance of a pile in dry sand, a testing program comprising 64 pullout tests was conducted on open- and closed-ended rough and smooth model piles of two sizes (41 and 61 mm outside diameter). The model piles were installed in medium dense and dense sand to an embedded depth of 0.8 m using two methods of pile placement, static jacking and driving. A rigid steel box measuring 1.1 × 1.1 × 1.3 m was used as a sand container. The results obtained from this study indicated that pile placement method, initial sand condition, pile surface roughness, and pile end type are all significant variables (given in descending order) affecting the ultimate uplift shaft resistance of a single pile in dry sand. Overall, the closed-ended piles showed a 24% increase in shaft resistance compared with the open-ended piles and the average unit shaft resistance of the driven model pile was 1.33 times that of the jacked model pile in the dense sand condition and 1.52 times that of the jacked model pile in the medium dense sand condition. Depending on the test variables, the rough model piles tested in this study experienced a 12-54% increase in capacity compared with the smooth model piles. Also, the lateral earth pressure coefficient values for the rough model piles were greater than those for the smooth model piles. This suggests that part of the increase in capacity due to pile surface roughness is attributed to an increase in the radial effective stress during tensile loading.Key words: piles, shaft resistance, pile placement method, smooth pile, rough pile.
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Wan, Zhihui, Heng Liu, Feng Zhou, and Guoliang Dai. "Axial Bearing Mechanism of Post-Grouted Piles in Calcareous Sand." Applied Sciences 12, no. 5 (2022): 2731. http://dx.doi.org/10.3390/app12052731.

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Post-grouted piles, as a foundation form for large-span and large-scale structures on calcareous sand, are expected to provide a high bearing capacity, but research on the response of post-grouted piles subjected to axial load in calcareous sand is still in the exploratory stage. In this paper, a model test is constructed for static pressure piles in calcareous sand under axial loading. The response of axial compressive piles, with and without post-grouting, in calcareous sand were investigated, and the test results were compared with those of axial compressive piles, with and without post-grouting, in siliceous sand. The influence of post-side-grouting on the response of a single pile subjected to axial compressive load in calcareous sand and its bearing mechanism were further analyzed. The results show that the change in shaft resistance, caused by the lateral extrusion of calcareous sand, is less than the negative effect caused by particle breakage during pile driving, so single piles without post-grouting in calcareous sand exhibit weaker axial bearing behavior than that in siliceous sand. A single pile with post-side-grouting in calcareous sand can provide a higher bearing capacity by increasing the shaft resistance and tip resistance compared with a single pile without post-side-grouting, and the increased ratio of the bearing capacity of piles, after grouting in calcareous sand, is better than that of piles in siliceous sand. Post-side-grouting can not only strengthen the surrounding soil by the solidification effect of injected cement grout, but it can also have a strengthening effect on the tip resistance. In addition, ideal-geometry grouting has more obvious advantages in improving the bearing behavior of pile foundations than annular point grouting, and higher stability in improving the bearing properties of pile foundations is evident for ideal-geometry grouting. Therefore, it is suggested that a directional grouting device should be adopted in actual projects in the future to form a more stable pile-soil interaction system and to expand the application prospect of pile foundations in calcareous sand.
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Elsawwaf, Mostafa, Marwan Shahien, Ahmed Nasr, and Alaaeldin Magdy. "The behavior of piled rafts in soft clay: Numerical investigation." Journal of the Mechanical Behavior of Materials 31, no. 1 (2022): 426–34. http://dx.doi.org/10.1515/jmbm-2022-0050.

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Abstract This research aims to investigate the applicability and performance of piled rafts in soft clay. This aim has been achieved by studying how the pile length, pile number, raft-soil relative stiffness, and presence of a sand cushion beneath the raft would affect piled raft settlement, differential settlement, and load sharing. Piled rafts have been numerically simulated using PLAXIS 3D software. Experimental testing results were used to verify the numerical simulation. The portion of the load carried by the piles to the total applied load was represented by the load sharing ratio (GPR). The results indicated that with increasing pile length and number, settlement and differential settlement decreased. It was also noticed that with increasing raft-soil relative stiffness, the differential settlement decreased. The GPR decreased with increasing thickness and relative density of the sand cushion, whereas it increased with increasing pile length and number. This increase in GPR was 13.7, 36, and 58% with an increase in pile length to diameter ratio from 10 to 30 for the number of piles 4, 9, and 16, respectively. Additionally, the raft-soil relative stiffness was observed to have a marginal effect on the GPR.
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Sastry, V. V. R. N., and G. G. Meyerhof. "Behaviour of flexible piles in layered sands under eccentric and inclined loads." Canadian Geotechnical Journal 31, no. 4 (1994): 513–20. http://dx.doi.org/10.1139/t94-060.

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The lateral soil pressures, bending moments, pile displacements at ground surface, and bearing capacity of instrumented vertical single flexible model piles in layered sands consisting of loose sand overlying compact sand under vertical eccentric and central inclined loads have been investigated. The results of these load tests are compared with theoretical estimates based on the concept of an effective embedment depth of equivalent rigid piles. Reasonable agreement has been found between the observed and predicted behaviour of flexible piles. The analyses are also compared with the results of some field case records. Key words : bearing capacity, instrumentation, model test, layered soil, pile, sand.
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Joshi, R. C., Gopal Achari, and Shenbaga R. Kaniraj. "Effect of loading history on the compression and uplift capacity of driven model piles in sand." Canadian Geotechnical Journal 29, no. 2 (1992): 334–41. http://dx.doi.org/10.1139/t92-038.

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Model piles were tested in dry uniform sand to study the effect of loading history on the behaviour of piles in compression and tension. A sand bed was prepared by the raining technique, and a smooth cylindrical instrumented pile was driven into the sand. Load tests on piles were conducted at a constant rate of penetration of 0.5 mm/min. The effects of length to diameter (L/D) ratio and sand density were also investigated. The load transfer along the pile surface was studied for an L/D ratio of 33. The pile tip resistance was measured for model piles with L/D ratios of 20–33 and was generally found to be constant. A significant decrease in the pile capacity both in tension and compression was noted for piles having a loading history. When a pile was loaded in compression after being loaded in tension, the tip load could be mobilized only after a certain movement of the pile. The mobilization of the shaft load, however, started immediately. Key words : load tests, model piles, dry sand, loading history, tip capacity, shaft capacity, compression, tension, load transfer.
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Al-Neami, Mohammed, and Mariam Wasmi. "Influence of cyclic loading on performance of steel piles in sandy soil." MATEC Web of Conferences 162 (2018): 01012. http://dx.doi.org/10.1051/matecconf/201816201012.

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This paper introduces an experimental study to clarify the response of steel pile models exposed to the cyclic loading. Thirty six models of two types of steel piles are tested (open ended pile and H-pile) with lengths equal to (30, 40, and 50) cm. Three diameters (2.5, 3.5, and 4.1) cm for open ended pipe pile and three flange widths (2.6, 3.6, and 4.4) cm for H-pile are investigated. Jacking technique is employed to installed piles models in dry sandy samples with two different relative densities (60% for medium sand 80% for dense sand). It is found that the pile geometry (diameter and length) with sand density have a high impact on the number of cycles. Analysis of results showed that increasing of pile diameter and relative density cause a reduction in the number of cycles when the length of steel pile models are fixed while variety of diameters of open ended pipe pile has a small effect on the number of cycles. It was found that pipe piles with open ended have more resistance to the cyclic loading compared with H piles under the same geometric conditions (pile diameter, embedded length and sand density) especially in medium sand. Finally, if the testing conditions are the same, number of cycles is decreased with increasing in amplitude loading
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B., M. Kalbande, I. Dhatrak A., and W. Thakare S. "Experimental Assessment of Performance of XCC Pile in Sand." International Journal of Engineering and Advanced Technology (IJEAT) 9, no. 3 (2020): 4346–51. https://doi.org/10.35940/ijeat.C6244.029320.

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XCC (X-Section Cast in place Concrete) pile is new type of pile developed on the basis of cast-in-place pile from the conventional circular pile and capable of resisting displacement. In this study, an attempt is made to investigate the performance of XCC Pile under different loading conditions viz., vertical loading, lateral loading and uplift loading. Experimental investigation is carried out on small scale model piles embedded in sand, by changing type of loading and distance between arc to diameter ratio of the pile. The relative density of soil, type of soil and spacing between the piles are kept constant during investigations. Ultimate capacities of piles are compared with those of conventional circular pile with same diameter and length. The results show that XCC pile with arc distance to diameter ratio equal to 0.3 provides higher vertical and lateral capacity to the extent of 45 % and 39 % respectively compared to that of conventional pile. XCC Pile with arc distance to diameter ratio equal to 0.4 provides higher uplift load capacity to the extent 29 % compared to conventional circular pile.
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Dissertations / Theses on the topic "Sand pile"

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Cuthbertson-Black, Robert. "The interaction between a flighted steel pipe pile and frozen sand." Thesis, National Library of Canada = Bibliothèque nationale du Canada, 2001. http://www.collectionscanada.ca/obj/s4/f2/dsk3/ftp04/MQ57528.pdf.

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Shublaq, E. W. "A study of model pile group-sand interaction." Thesis, University of Leeds, 1986. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.375520.

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Burali, d'Arezzo Francesca. "Installation effects due to pile surging in sand." Thesis, University of Cambridge, 2015. https://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.709370.

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Al-Hadid, Tareq N. M. "Pull-out tests on bent piles in sand." Thesis, University of Sheffield, 1988. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.358951.

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Abdelaziz, Gamal. "An axisymmetrical model for a single vertical pile in sand." Thesis, National Library of Canada = Bibliothèque nationale du Canada, 2001. http://www.collectionscanada.ca/obj/s4/f2/dsk3/ftp05/NQ59226.pdf.

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Gui, Meen-Wah. "Centrifuge and numerical modelling of pile and penetrometer in sand." Thesis, University of Cambridge, 1995. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.361612.

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Wilson, Daniel W. "Soil-pile-superstructure interaction in liquefying sand and soft clay /." Davis, Calif. : Center for Geotechnical Modeling, Dept. of Civil and Environmental Engineering, University of California, Davis, 1998. http://cgm.engr.ucdavis.edu/download/html.

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Al-Defae, Asad Hafudh Humaish. "Seismic performance of pile-reinforced slopes." Thesis, University of Dundee, 2013. https://discovery.dundee.ac.uk/en/studentTheses/829dd554-a7e9-4c61-9206-01909793666c.

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Shallow embankment slopes are commonly used to support elements of transport infrastructure in seismic regions. In this thesis, the seismic performance of such slopes in non-liquefiable granular soils has been investigated and an extensive programme of centrifuge testing was conducted to quantify the improvements to seismic slope performance which can be achieved by installing a row of discretely spaced vertical precast concrete piles. This study focussed on permanent movement and dynamic response at different positions within the slope, especially at the crest, which would form key inputs into the aseismic design of supported infrastructure. In contrast to previous studies, the evolution of this behaviour under multiple sequential strong ground motions is studied through dynamic centrifuge modelling, analytical (sliding-block) and numerical (Finite Element) models. This thesis makes three major contributions. Firstly, an improved sliding-block (‘Newmark’) approach is developed for estimating permanent deformations of unreinforced slopes during preliminary design phases, in which the formulation of the yield acceleration is fully strain-dependent, incorporating the effects of both material hardening/softening and geometric hardening (re-grading). This is supported by the development of numerical (Finite Element) models which can additionally predict the settlement profile at the crest of the slope and also the dynamic ground motions at this point, for detailed seismic design were also developed. It is shown that these new models considerably outperform existing state-of-the art models which do not incorporate the geometric changes for the case of an earthquake on a virgin slope. It is further shown that only the improved models can correctly capture the behaviour under further earthquakes (e.g. strong aftershocks) and therefore can be used to determine the whole-life performance of a slope under a suite of representative ground motions that the slope may see during its design life, and allow improved estimates of the seismic performance of slopes beyond their design life. The finite element models can accurately replicate the settlement profile at the crest (important for highway or rail infrastructure) and quantify the dynamic motions which would be input to supported structures, though these were generally over-predicted. Secondly, the principles of physical modelling have been used to produce realistically damageable model piles using a new model reinforced concrete (both a designed section specifically detailed to carry the bending moments induced by the slipping soil mass and a nominally reinforced section with low moment capacity). This was used to investigate how piles can stabilise slopes under earthquake events and how the permanent deformation and the dynamic response of stabilised slope are strongly influenced by the pile spacing (S/B) especially at the minimum pile spacing (i.e. S/B=3.5). This is consistent with previous suggestions made for the optimal S/B ratio for encouraging soil arching between piles at maximum spacing both under monotonic conditions, and for numerical investigations of the seismic problem. These were supported by further centrifuge tests on conventional ‘elastic’ piles which were instrumented to measure seismic soil-pile interaction. The importance of reinforcement detailing was also highlighted, with the nominally reinforced section yielding early in the earthquake; the damaged piles subsequently only offer a small (though measureable) reduction in seismic slope performance compared to the unreinforced case. It was demonstrated that both permanent deformations at the slope crest (e.g. settlement) and dynamic ground motions at the crest can be significantly reduced as pile spacing reduced. Finally, a coupled P-y and elastic continuum approach for modelling soil-pile interaction has been used to develop a Newmark procedure applicable for pile-reinforced slopes. It was observed that the single pile resistance is mobilising at beginning of the earthquake’s time and it is strongly influenced by pile stiffness properties, pile spacing and the depth of the slip surface. It was observed also that the depth of the slip surface and pile spacing (S/B) play an important role in the determination of the permanent deformation of the slope. The results show great agreement to centrifuge test data in term of the permanent deformation (settlement at the crest of the slope) with slight differences between the measured (centrifuge) and calculated (this procedure) maximum bending moments.
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Su, Dong. "Centrifuge investigation on responses of sand deposit and sand-pile system under multi-directional earthquake loading /." View abstract or full-text, 2005. http://library.ust.hk/cgi/db/thesis.pl?CIVL%202005%20SU.

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Han, Jie. "An experimental and analytical study of the behavior of fiber-reinforced polymer piles and pile-sand interactions." Diss., Georgia Institute of Technology, 1997. http://hdl.handle.net/1853/20296.

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Books on the topic "Sand pile"

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Khalloussi, Mohammad Abdul-Karim. The behaviour of single micro pile in sand. University of Birmingham, 1991.

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Iskander, Magued. Behavior of Pipe Piles in Sand. Springer Berlin Heidelberg, 2011. http://dx.doi.org/10.1007/978-3-642-13108-0.

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Klaus-Ullrich, Schmidt, ed. El libro de la piel sana. Tikal, 1996.

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Khan, Ahmed Mukhtar. Foundation piles in cemented marine sands. University of Birmingham, 1997.

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Outcalt, Kenneth W. An old-growth definition for sand pine forests. U.S. Dept. of Agriculture, Forest Service, Southern Research Station, 1997.

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Outcalt, Kenneth W. An old-growth definition for sand pine forests. U.S. Dept. of Agriculture, Forest Service, Southern Research Station, 1997.

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Outcalt, Kenneth W. An old-growth definition for sand pine forests. U.S. Dept. of Agriculture, Forest Service, Southern Research Station, 1997.

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Outcalt, Kenneth W. An old-growth definition for sand pine forests. U.S. Dept. of Agriculture, Forest Service, Southern Research Station, 1997.

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Outcalt, Kenneth W. An old-growth definition for sand pine forests. U.S. Dept. of Agriculture, Forest Service, Southern Research Station, 1997.

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Durahman, Duduh. Ajalna sang bentang pilem: 12 carita detektif Sunda. Kiblat Buku Utama, 2004.

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Book chapters on the topic "Sand pile"

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Li, Guowei, Ruyi Liu, Chao Zhao, Yang Zhou, and Li Xiong. "Compaction Effect Due to Single Pile Driving in PHC Pile Treated Soft Clayey Deposit." In Lecture Notes in Civil Engineering. Springer Nature Singapore, 2023. http://dx.doi.org/10.1007/978-981-99-2532-2_26.

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AbstractThe compaction effect of extra-long prestressed high-strength concrete (PHC) piles in deep soft soil foundation was studied by field test. The pore water pressure gauge, inclinometer were embedded in different plane positions or different depths of the foundation to monitor the pore pressure and deformation of the foundation when driving pile. The research shows that the magnitude of excess pore water pressure caused by single pile installation is mainly related to buried depth of the measuring point and the linear distance between the pile tip and the measuring point. The shorter the distance or the deeper the depth is, the greater the excess pore pressure caused by pile installation. The horizontal influence radius of pile compacting on the pore water pressure is about 10.7 m. The excess pore pressure induced by pile installation increases with depth, and is obviously affected by stratum properties. In the vicinity of soil with high permeability coefficient, such as thin sand layer or silty fine sand layer, the excess pore pressure cannot be accumulated in a large amount. The existing subgrade obviously restricts the lateral deformation of soil between piles and PHC piles. The pile deformation is small at the top and bottom, and large in the middle. The inflection point of the deformation curve appears at the pile connection position. The relationship the excess pore pressure of the measuring point with the depth and distance of the measuring point is given.
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Read, Jane. "From gutter to sand pile." In The Routledge International Handbook of Froebel and Early Childhood Practice. Routledge, 2018. http://dx.doi.org/10.4324/9781315562421-43.

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Liu, Ruey-Tarng. "Frequency Distributions of Sand Pile Models." In Lecture Notes of the Institute for Computer Sciences, Social Informatics and Telecommunications Engineering. Springer Berlin Heidelberg, 2009. http://dx.doi.org/10.1007/978-3-642-02469-6_51.

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Zang, Wanjun, and Jiang Wen. "Analysis of Slurry Ratio of Rotary Digging Pile in Deep Sand Layer." In Lecture Notes in Civil Engineering. Springer Nature Singapore, 2023. http://dx.doi.org/10.1007/978-981-99-1748-8_11.

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AbstractSlurry ratio is a crucial link in the construction of bored pile, which directly determines the quality of bored pile. In order to determine the key performance parameters of the slurry required to form piles in the deep sand layer, relying on Huizhou north station engineering, an orthogonal test of slurry proportioning was designed and carried out, and SPSS statistical analysis software was used to carry out bivariate correlation analysis and multivariate stepwise analysis of the test results, combined with the slurry performance index test regression equation and using MATLAB software optimization processing, slurry optimal mix ratio and verify, the research results show that: orthogonal test screening value, software calculation value, test value is not different. Conclusion: The results show that bentonite and CMC have significant influence on slurry indexes, while Na2CO3 and PHP can adjust slurry performance to meet the slurry use standard; the optimal mix ratio is 148 g bentonite, Na2CO3 5.2 g, CMC 3.5 g, PHP 0.05 g; the slurry ratio test analysis and treatment, and the optimization mix ratio is feasible and reasonable, class I pile proportion more than 98% to meet the actual engineering requirements.
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Iskander, Magued. "Load Tests Using the Double–Wall Pipe Pile in Sand." In Springer Series in Geomechanics and Geoengineering. Springer Berlin Heidelberg, 2010. http://dx.doi.org/10.1007/978-3-642-13108-0_9.

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Yabe, Hiroshi, Hidekatsu Takeuchi, Futoshi Ogata, and Kenji Harada. "Sand Compaction Pile Method Utilizing Recycled Materials." In Lecture Notes in Civil Engineering. Springer Nature Singapore, 2024. http://dx.doi.org/10.1007/978-981-99-9227-0_25.

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Brucy, F., and J. Meunier. "Pile resistances at a dense sand site." In Application of Stress-Wave Theory to Piles. Routledge, 2022. http://dx.doi.org/10.1201/9781315137544-10.

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Ciantia, Matteo Oryem. "Micromechanics of Pile Cyclic Response in Sand." In Challenges and Innovations in Geomechanics. Springer International Publishing, 2021. http://dx.doi.org/10.1007/978-3-030-64518-2_62.

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Perrot, Kévin, and Eric Rémila. "Avalanche Structure in the Kadanoff Sand Pile Model." In Language and Automata Theory and Applications. Springer Berlin Heidelberg, 2011. http://dx.doi.org/10.1007/978-3-642-21254-3_34.

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White, D. J., and M. D. Bolton. "Soil deformation around a displacement pile in sand." In Physical Modelling in Geotechnics. Routledge, 2022. http://dx.doi.org/10.1201/9780203743362-118.

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Conference papers on the topic "Sand pile"

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Kessler, Richard J., Rodney G. Powers, and Ivan R. Lasa. "Zinc Mesh Anodes Cast into Concrete Pile Jackets." In CORROSION 1996. NACE International, 1996. https://doi.org/10.5006/c1996-96327.

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Abstract A sacrificial anode cathodic protection system has been designed to provide corrosion control to the splash area as well as the submerged portion of reinforced concrete bridge pilings in marine environments. The system consists of a two piece stay in place fiberglass form provided with a internally placed expanded zinc mesh anode and filled with a portland cement-sand mortar to protect the splash area of the pile. The submerged portion of the pile is protected using a standard zinc bulk anode. The experimental system was installed by the Florida Department of Transportation on two corrosion deteriorated piles at the Broward River Bridge in Jacksonville, Florida. The system’s performance was evaluated using NACE established criteria of 100 mV polarization development and polarization decay tests. Results indicate that adequate cathodic protection has been provided to the pile. Current discharged by the mesh anode at various elevations was also measured to further characterize the system’s operational behavior. The system provides cathodic protection and restores concrete lost to corrosion deterioration. It has the advantage of not requiring an external power supply or complex wiring system, and the required maintenance and monitoring is minimal.
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Millán, Luis, Luis Ángel Vargas, and Mauricio Coto. "Dynamic Load Tests at drilled shafts in sandy soil deposits to bedrock, Central Pacific, Costa Rica: strategic learnings for the construction methods." In IABSE Congress, San José 2024: Beyond Structural Engineering in a Changing World. International Association for Bridge and Structural Engineering (IABSE), 2024. https://doi.org/10.2749/sanjose.2024.1484.

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<p>The foundation of a new building located on the shore of Central Pacific of Costa Rica, a second phase of a complex with existing lower rise buildings, was designed to be supported on 1.2 m diameter short-drilled shafts. The soil profile is a fine sand deposit with high piezometric level due to sea tides, over bedrock. (4) dynamic load tests (DLT) were performed on existing piles not used for the first phase, which have about 2-3 m of rock socket, and new piles with 4 m sockets. However (3) of these tests, (2) existing and (1) new, presented insufficient capacity with null end bearing. Coring trough the centre of these piles and cross-hole logging testing on the new pile, denotated absence of concrete on the bottom. On the other side, the DLT of the last 4 m socket pile, displayed greater than required vertical capacity, with adequate end bearing response. Cross-hole-logging in this pile showed no significant defects. Further calculations with a finite element model (FEM), demonstrates that piles could achieve the required capacity and fixity with a shorter 3 m socket, instead of the designed 4.5 to 5.5 m, representing an important value engineering for the project.</p>
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Das, B. "Uplift Capacity of Piles and Pile Groups in Sand." In OCEANS '86. IEEE, 1986. http://dx.doi.org/10.1109/oceans.1986.1160513.

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Westgate, Z., A. Rahim, A. Senanayake, et al. "The Piling in Glauconitic Sands (PIGS) JIP: Reducing Geotechnical Uncertainty for U.S. Offshore Wind Development." In Offshore Technology Conference. OTC, 2024. http://dx.doi.org/10.4043/35483-ms.

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Abstract This paper presents insights from the Piling in Glauconitic Sand (PIGS) Joint Industry Project (JIP). Established in 2021, the JIP investigates geotechnical behavior of glauconite sands in relation to pile installation and long-term performance as relevant to offshore wind energy development along the U.S. Atlantic Outer Continental Shelf (OCS). The JIP comprises five energy developers and is led by the Norwegian Geotechnical Institute. The scope of work comprises (i) characterization of an onshore glauconite test site in New Jersey and glauconite/glauconitic sands from offshore lease areas, (ii) steel pipe piles driven using hydraulic and vibratory hammers, (iii) and axial tension, axial compression and lateral pile load testing. Novel site investigation methods include the effect of friction reducer geometry on cone penetration testing (CPT) resistance, cyclic CPT including water injection, and sampling of degraded glauconite sand from pile walls. The detailed instrumentation program included accelerometers and strain gauges during driving, grout-embedded sister bar strain gauges during axial compression and tension load testing, and fiber Bragg grating optical sensor measurement during axial compression and lateral load testing. In this paper, we present analysis of the CPT data and pile installation data including soil resistance to driving (SRD) and pile-soil setup during redrives/restrikes, and describe novel in situ sampling and testing of degraded glauconite sand. Degradation experienced by the glauconite sands during pile installation is consistent with observations from other regions including Belgium and is compared to artificial degradation performed in a laboratory setting. The JIP is the first comprehensive field and laboratory test program investigating glauconite sand behavior in the U.S. The data being collected is providing offshore wind developers an opportunity to reduce uncertainty and risk in pile installation and long-term performance, and gain insights into glauconite sand variability and geotechnical behavior across the U.S. Atlantic OCS to aid in future lease area development.
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Ozsu, Erdem, An-Ninh Ta, Bruno Stuyts, and Christophe Jaeck. "Optimizing Pile Driving Fatigue for Offshore Foundations in Very Dense Sand: A Case Study." In ASME 2013 32nd International Conference on Ocean, Offshore and Arctic Engineering. American Society of Mechanical Engineers, 2013. http://dx.doi.org/10.1115/omae2013-10664.

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With the rapid development of offshore wind energy in Europe, a large number of piled structures are being installed. Driven pipe piles are adopted as a foundation solution for the majority of offshore wind turbine support structures. In soils consisting of very dense sand, pile driving induces large-amplitude stress cycles in pile material, which have to be accounted for in fatigue calculations. These stress cycles can be calculated using one-dimensional wave equation analysis. Different ways of reducing pile driving damage are presented. Depending on the soil surrounding the pile and the target penetration depth, an optimum driving sequence can be established which minimises pile damage. As damage depends more on induced stresses than on the number of hammer blows, reducing the hammer energy at some point during driving can be beneficial for reducing the accumulated damage. In this paper, an optimum driving sequence is developed for a generic soil profile consisting of very dense sand. The pile driving damage calculated with the optimum sequence is compared to the damage calculated when driving close to maximum hammer efficiency. Additionally, using a larger hammer can also be beneficial for reducing induced stresses when keeping the transmitted energy at a similar level. The paper also highlights the advantages of using pile driving monitoring or pile driving back-analysis for verifying the stress levels in the piles during driving. Offshore design standards allow a reduction of the damage fatigue factor for inspected members. This principle may be extended to monitored piles. The differences between data from pile driving monitoring and data from pile driving back-analysis are discussed and the potential impact on the damage fatigue factor is highlighted. Finally, the potential conflict of pile driving fatigue requirements and pile capacity requirements is discussed. Both considerations should eventually lead to an optimized design which satisfies the required design equations.
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Yenigul, N. B., Y. Yan, L. C. H. Braakenburg, and V. M. Thumann. "Evaluation of Pile Drivability Predictions in Sand." In Innovative Geotechnologies for Energy Transition. Society for Underwater Technology, 2023. http://dx.doi.org/10.3723/gpcs7406.

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Pile driveability is a critical component of pile design process to ensure that the selected impact hammer has sufficient energy to drive piles to final depth, without refusal, and acceptable fatigue damage during driving. Pile driving records often show considerable scatter because of variations in soil conditions and behaviour, pile dimensions, and set up during interruptions in driving. However, representative pile drivability prediction remains a challenge. Over the past decade, Seaway7 have installed numerous foundations for offshore wind turbine generators. Recent Seaway7 experience in North Sea revealed that pile driveability predictions still have room for improvement installation feasibility. This paper considers pile driving records from different offshore campaigns in North Sea to cover a range of subsea applications including varying pile properties, impact hammers, geographical locations, and sandy soil conditions. Driving records have been backanalysed with as-installed blow count and hammer energies to assess the offset of existing in-house prediction model.
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Cho, Y., T. H. Lee, J. B. Park, D. J. Kwag, E. S. Chung, and S. Bang. "Field Tests on Suction Pile Installation in Sand." In ASME 2002 21st International Conference on Offshore Mechanics and Arctic Engineering. ASMEDC, 2002. http://dx.doi.org/10.1115/omae2002-28179.

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A series of field suction pile installation tests have been conducted inside the Onsan harbor located in southeastern Korea during the summer of 2001. The suction piles were made of steel, having inside diameters ranging from 0.5 meters to 2.5 meters and the length of five meters. The seafloor soil condition at the site is predominantly silty sand. Instrumentation includes the detailed measurement of the applied pressure vs. pile penetration and retrieval length relationships; the pile alignment during installation through a tiltmeter; and the pore water pressures both inside and outside the pile.
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Unsever, Y. S., M. Kawamori, T. Matsumoto, and S. Shimono. "Cyclic Horizontal Load Tests Of Single Pile,Pile Group And Piled Raft In Model Dry Sand." In 18th Southeast Asian Geotechnical Conference (18SEAGC) & Inaugural AGSSEA Conference (1AGSSEA). Research Publishing Services, 2013. http://dx.doi.org/10.3850/978-981-07-4948-4_044.

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Ismael, Nabil F. "Lateral Load Tests on Bored Piles and Pile Groups in Sand." In Seventh International Symposium on Field Measurements in Geomechanics. American Society of Civil Engineers, 2007. http://dx.doi.org/10.1061/40940(307)5.

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Spill, Severin, Tulio Quiroz, and Aligi Foglia. "Influence of Different Pile Installation Methods on Dense Sand." In ASME 2019 38th International Conference on Ocean, Offshore and Arctic Engineering. American Society of Mechanical Engineers, 2019. http://dx.doi.org/10.1115/omae2019-96109.

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Abstract A current investigation subject of geotechnical modelling is the realistic representation of the installation process of offshore piles and its influences on the surrounding soil. Depending on the soil conditions piles can be installed with different installation technologies like impact driving, vibratory driving or jacking. The soil disturbances produced as a consequence of the pile installation affect the pile capacity. The dimension of the affected region depends on the installation process itself and its parameters as well as the soil initial state and the pile geometry. Currently, there are no general approaches which can predict the effects of pile installation on the soil conditions. In this contribution a brief summary of published data describing installation effects for impact driven, vibratory driven and jacked piles is given. Secondly, the influences of different pile installation methods on the surrounding soil are presented based on experimental results for non-cohesive soils from various projects. These will be analyzed by means of a comparison of dynamic probe light (DPL) and cone penetration tests (CPT) executed before and after the pile installations. Additionally the area of influence will be quantified with respect to their relative distance to the pile axis. Finally, based on these results recommendations for future works will be given.
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Reports on the topic "Sand pile"

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Wang, Yao, Jeehee Lim, Rodrigo Salgado, Monica Prezzi, and Jeremy Hunter. Pile Stability Analysis in Soft or Loose Soils: Guidance on Foundation Design Assumptions with Respect to Loose or Soft Soil Effects on Pile Lateral Capacity and Stability. Purdue University, 2022. http://dx.doi.org/10.5703/1288284317387.

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The design of laterally loaded piles is often done in practice using the p-y method with API p-y curves representing the behavior of soil at discretized points along the pile length. To account for pile-soil-pile interaction in pile groups, AASHTO (2020) proposes the use of p-multipliers to modify the p-y curves. In this research, we explored, in depth, the design of lateral loaded piles and pile groups using both the Finite Element (FE) method and the p-y method to determine under what conditions pile stability problems were likely to occur. The analyses considered a wide range of design scenarios, including pile diameters ranging from 0.36 m (14.17 inches) to 1.0 m (39.37 inches), pile lengths ranging from 10 m (32.81 ft) to 20 m (65.62 ft), uniform and multilayered soil profiles containing weak soil layers of loose sand or normally consolidated (NC) clay, lateral load eccentricity ranging from 0 m to 10 m (32.81 ft), combined axial and lateral loads, three different pile group configurations (1×5, 2×5, and 3×5), pile spacings ranging from 3 to 5 times the pile diameter, two different load directions (“strong” direction and “weak” direction), and two different pile cap types (free-standing and soil-supported pile caps). Based on the FEA results, we proposed new p-y curve equations for clay and sand. We also examined the behavior of the individual piles in the pile groups and found that the moment applied to the pile cap is partly transferred to the individual piles as moments, which is contrary to the assumption often made that moments are fully absorbed by axial loads on the group piles. This weakens the response of the piles to lateral loading because a smaller lateral pressure is required to produce a given deflection when moments are transferred to the head of the piles as moments. When the p-y method is used without consideration of the transferred moments, unconservative designs result. Based on the FEA results, we proposed both a new set of p-multipliers and a new method to use when moment distribution between piles is not known, using pile efficiency instead to calculate the total capacity of pile groups.
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Khosravifar, Arash. COMBINED EFFECTS OF LATERAL SPREADING AND SUPERSTRUCTURE INERTIA. Deep Foundations Institute, 2023. http://dx.doi.org/10.37308/cpf-2020-drsh-2.

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The seismic behavior of a RC pile with a diameter of 0.25 m subjected to liquefaction-induced lateral spreading was investigated using a shake table experiment that was conducted at the University of California, San Diego by Professor Ahmed Elgamal and Dr. Ahmed Ebeido (Ebeido and Elgamal 2019). A sinusoidal motion was applied at the base of a model that was inclined by 4 degrees. The loose and dense sand layers liquefied during the test, resulting in a permanent lateral spreading displacement of approximately 0.4 m (Figure E1). The pile was subjected to the combined effects of inertial loads from the acceleration of the superstructure mass and kinematic loads from the overlying nonliquefiable, dry crust. The dynamic responses of the soil and pile were analyzed to evaluate the relative contributions of inertial and kinematic loads during critical cycles (i.e., at the time of maximum inertia and the time of maximum pile strains). It was found that large pile strains developed after liquefaction was triggered. Large pile strains (and curvature) were recorded at a shallow depth within the crust (0.49 m) and a deeper location below the loose liquefiable sand (1.89 m). Large pile strains at shallow depth were found to be correlated with the inertial loads applied in the upslope direction. These upslope inertial loads were resisted by downslope crust loads, indicating an out-of-phase interaction. In contrast, large pile strains that occurred at deeper locations were correlated with downslope inertial loads and were accompanied by zero crust load, indicating that there was no lateral spreading force during the downslope inertial cycles. A gap at the downslope area in front of the pile formed because the soil displacements exceeded the pile displacements during the cyclic phase after liquefaction was triggered. The lack of crust load during the downslope inertial cycles is attributed to the pile head outrunning the crust displacement and causing the pile to be pushed into the gap at the downslope area in front of the pile. The interaction of inertia and kinematics appears to be a site- and project-specific phenomena. Therefore,the findings of this study—and, specifically, the lack of lateral spreading crust load during downslope inertial cycles—should be considered in design as one possible scenario in addition to the scenarios from several other studies that suggest combining the inertial loads with a lateral spreading force (e.g., Boulanger et al. 2007, Turner et al. 2016, Souri et al. 2022, Tokimatsu et al. 2005, Cubrinovski et al 2017).
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Deaton and Frost. L51571 Pipe-Soil Interaction Tests on Sand and Soft Clay. Pipeline Research Council International, Inc. (PRCI), 1987. http://dx.doi.org/10.55274/r0010291.

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This project was performed to establish a basis for developing pipe-soil interaction models suitable for PRCI's pipeline design program: "PIPEDYN". Full-scale pipe-soil tests on loose and dense sand and soft clay were performed at the Norwegian Hydrotechnical Laboratory, affiliated with SINTEF. The program tested soil resistance to lateral motions of full-scale (0.5 m and 1.0 m OD) pipe sections on loose and dense sand and soft clay. A test rig was used with a soil flume 12.5 m long, 1.8 m wide, and 0.6 m high, and containing 13.5 m3 of sand or soft clay. Three control signals were applied to the test pipes: simple breakout, regular oscillatory tests and breakout, and random tests with force time histories. The parameters considered were pipe diameter, pipe weight, pipe oscillations, and oscillation amplitude. A total of 110 tests were performed in 25 test flumes (13 preliminary and 12 main) on loose sand, three test flumes on dense sand and ten test flumes on soft clay. Forty-five preliminary and 32 main tests were performed in 25 loose sand flume preparations, whereas 8 main tests were performed in 3 dense sand flumes and 25 main tests in 10 soft clay flumes, for a grand total of 110 pipe-soil tests in 38 soil flumes. Special plate and cone penetration tests were also performed as part of the soil bed tests. Based on the results of the tests, pipe penetration appears to be the most important factor influencing lateral soil resistance. Also, the soil resistance in loose sand was generally higher than in dense sand due to larger pipe penetration and an accordingly higher lateral earth pressure.
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Outcalt, Kenneth W. An Old-Growth Definition for Sand Pine Forests. U.S. Department of Agriculture, Forest Service, Southern Research Station, 1997. http://dx.doi.org/10.2737/srs-gtr-012.

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Outcalt, Kenneth W. An Old-Growth Definition for Sand Pine Forests. U.S. Department of Agriculture, Forest Service, Southern Research Station, 1997. http://dx.doi.org/10.2737/srs-gtr-12.

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Rockwood, D. L., B. Yang, and K. W. Outcalt. Stand-yield prediction for managed Ocala sand pine. U.S. Department of Agriculture, Forest Service, Southern Research Station, 1997. http://dx.doi.org/10.2737/srs-rp-003.

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Rockwood, D. L., B. Yang, and K. W. Outcalt. Stand-yield prediction for managed Ocala sand pine. U.S. Department of Agriculture, Forest Service, Southern Research Station, 1997. http://dx.doi.org/10.2737/srs-rp-3.

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McNab, W. Henry, Kenneth W. Outcalt, and Raymond H. Brendemuehl. Weight and Volume of Plantation-Grown Choctawhatchee Sand Pine. U.S. Department of Agriculture, Forest Service, Southeastern Forest Experiment Station, 1985. http://dx.doi.org/10.2737/se-rp-252.

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Zand, Benjamin. PR-218-104509-R02 Field Validation of Surface Loading Stress Calculations for Buried Pipelines Milestone 2. Pipeline Research Council International, Inc. (PRCI), 2019. http://dx.doi.org/10.55274/r0011477.

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In this work, the Canadian Energy Pipeline Association (CEPA) equation for prediction of hoop stress in a buried pipeline was validated using the Milestone 1 experimental data. The Milestone 1 testing program included a 24-inch outside diameter (OD), 0.25-inch wall thickness (WT) pipe specimen in sand (24-inch Sand); a 12.75-inch OD, 0.5-inch WT pipe specimen in clay (12-inch Packed Clay); and a 24-inch OD, 0.25-inch WT pipe specimen in clay (24-inch Dumped Clay). Two different depths of cover (DOC) values of 2 and 3 feet were used in the testing and the test specimens were crossed by a variety of construction equipment, namely a dump truck, a bulldozer, a front loader, and a vibratory compactor. The testing was conducted at internal pipe pressures of zero, 550 and 750 psig.
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Lieng, Sotberg, and Brennodden. L51570 Energy Based Pipe-Soil Interaction Models. Pipeline Research Council International, Inc. (PRCI), 1988. http://dx.doi.org/10.55274/r0010091.

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The purpose of this project was to complete a handbook with practical design procedures for submarine pipeline on-bottom stability. The remaining part of the handbook was primarily a description of the interaction between non-trenched pipelines and the seabed where the pipelines were free to move under environmental loading. The objective of this project was to determine the lateral soil resistance forces on a pipeline moving cyclically during hydro-dynamic loading. To meet the goal, full-scale pipe-soil interaction tests were conducted. The models presented in this report are based on the results and general understanding obtained from 110 experimental tests of pipe-soil interaction on loose and dense sand, and soft clay. Raw data from 29 experimental tests on stiff clay in the PIPESTAB project have been qualitatively considered.
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