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Relevant bibliographies by topics / Negative Skin Friction

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Academic literature on the topic 'Negative Skin Friction'

Author: Grafiati

Published: 4 June 2021

Last updated: 14 February 2022

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Journal articles on the topic "Negative Skin Friction"

1

Dau, Ngo Van. "NEGATIVE SKIN FRICTION EFFECT IN CONSTRUCTION AND SOME METHODS TO REDUCE NEGATIVE SKIN FRICTION EFFECT." Science and Technology Development Journal 12, no. 6 (March 28, 2009): 96–103. http://dx.doi.org/10.32508/stdj.v12i6.2258.

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Basing on the researches in negative skin friction effect, especially practical experiences of construction on soft soil at Cuu Long delta area, this article want to show the negative skin friction effect in soft soil and suggest some methods to reduce this affect.

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Lee, C. Y. "Pile Groups under Negative Skin Friction." Journal of Geotechnical Engineering 119, no. 10 (October 1993): 1587–600. http://dx.doi.org/10.1061/(asce)0733-9410(1993)119:10(1587).

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Chow, Y. K., J. T. Chin, and S. L. Lee. "Negative skin friction on pile groups." International Journal for Numerical and Analytical Methods in Geomechanics 14, no. 2 (March 1990): 75–91. http://dx.doi.org/10.1002/nag.1610140202.

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Matyas, Elmer L., and J. Carlos Santamarina. "Negative skin friction and the neutral plane." Canadian Geotechnical Journal 31, no. 4 (August 1, 1994): 591–97. http://dx.doi.org/10.1139/t94-069.

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Current views indicate that negative skin friction on piles can be mobilized at small relative deformations and should be considered in all designs, primarily for serviceability conditions. An elastic-plastic closed-form solution is presented that permits an estimate of down-drag forces and the location of the neutral plane. It is shown that the conventional rigid-plastic solution may overestimate down-drag forces by as much as 50% and may also overestimate the depth of the neutral plane. Key words : piles, negative skin friction, neutral plane, capacity.

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Xia, Li Nong, Yun Dong Miao, Shun Li, and Xin Tong. "Field Investigation of Influences of Load on Pile Top on Negative Skin Friction Behaviors." Advanced Materials Research 243-249 (May 2011): 2138–42. http://dx.doi.org/10.4028/www.scientific.net/amr.243-249.2138.

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In order to study influences of applied load on pile top on the negative skin friction behaviors of piles, field investigations of negative skin friction behaviors of three identical piles with different loads on pile top are made in the same site. Test results show that applied load on pile top affects negative skin friction behaviors evidently. Additional settlement of pile induced by negative skin friction becomes larger, negative skin friction induced by the settlement of soil surrounding the pile becomes smaller with the increase of load on pile top. Dragload induced by negative skin friction decreases and position of neutral point in pile moves up while applied load on pile top increases. While there is no applied load on pile top, additional settlement induced by negative skin friction is minimum, dragload induced by negative skin friction is maximum and the neutral point is the farthest from the top of piles. The field investigation results may be useful to the further research for negative skin friction behaviors of pile.

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Xia, Li Nong, Yun Dong Miao, Xin Tong, and Shun Li. "Field Tests and Numerical Simulation of Pile Head Load Influences on Negative Skin Friction Behaviors of Piles." Advanced Materials Research 261-263 (May 2011): 1099–103. http://dx.doi.org/10.4028/www.scientific.net/amr.261-263.1099.

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In order to study influences of different load at pile top on the behaviors of negative skin friction piles, field tests of negative skin friction behaviors of three identical piles with different loads at pile top are made in the same site. According to the field test condition, the corresponding numerical simulations are accomplished. The comparison shows that numerical simulation results and field test results in accordance well. The additional settlement induced by negative skin friction is bigger and the neutral position is higher, the additional axial force induced by negative skin friction reduces obviously in piles with pile head load compared with that in piles without pile head load induced by negative skin friction. Along with load increase, the additional settlement increases, the neutral point position becomes higher; the additional axial force reduces obviously. The result indicates there is regularity about the influences of pile head load on negative skin friction. It may be useful to the research for negative skin friction behaviors of pile.

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Zhou, Feng Xi, and Yuan Ming Lai. "Numerical Analysis of Negative Skin Friction for Pile under Surface Loading by Particle Flow Code." Applied Mechanics and Materials 166-169 (May 2012): 482–86. http://dx.doi.org/10.4028/www.scientific.net/amm.166-169.482.

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Numerical simulations of soil-pile interaction under surface loading are performed by particle flow code in two dimensions. Considering an end-bearing pile subjected to flexible distribution load, the variety of negative skin friction is studied. Numerical results show that negative skin friction is variation with the increasing of surface loading, and the negative skin friction is decrease when the value is up to ultimate skin friction.

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Ellis, Ed A. "Briefing: Serviceability of piles with negative skin friction." Proceedings of the Institution of Civil Engineers - Geotechnical Engineering 166, no. 1 (February 2013): 3–7. http://dx.doi.org/10.1680/geng.10.00102.

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Feng, Zhongju, Haibo Hu, Ruixin Zhao, Jingbin He, Yunxiu Dong, Kai Feng, Yawan Zhao, and Huiyun Chen. "Experiments on Reducing Negative Skin Friction of Piles." Advances in Civil Engineering 2019 (December 3, 2019): 1–10. http://dx.doi.org/10.1155/2019/4201842.

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The objective of this study was to investigate the effect of different moisture contents of clay (13%, 15%, 17%, 19%, and 21%) and different coatings on the ability to reduce negative skin friction during a large-scale shear test. Four coating treatments of the concrete surface were investigated, i.e., no treatment, coating with a paraffin-oil mixture, coating with a polymer nanomaterial, and coating with paint. The results showed that when the moisture content of the clay was slightly larger than that of the plastic limit, the ability to reduce negative skin friction was the best, and the performance was similar for the paraffin-oil mixture, the polymer nanomaterial, and the paint. When the moisture content of the clay was lower than that of the plastic limit, the paraffin-oil mixture provided the best performance. The position of the neutral point can be determined by different methods, and the negative skin friction of piles should be reduced by applying coatings that are most suitable to different conditions.

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Poorooshasb, H. B., M. Alamgir, and N. Miura. "Negative skin friction on rigid and deformable piles." Computers and Geotechnics 18, no. 2 (1996): 109–26. http://dx.doi.org/10.1016/0266-352x(95)00026-7.

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Dissertations / Theses on the topic "Negative Skin Friction"

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Chan, Sze Ho. "Negative skin friction on piles in consolidating ground /." View abstract or full-text, 2006. http://library.ust.hk/cgi/db/thesis.pl?CIVL%202006%20CHAN.

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Gencoglu, Cansu. "Numerical Assessment Of Negative Skin Friction Effects On Diaphragm Walls." Master's thesis, METU, 2013. http://etd.lib.metu.edu.tr/upload/12615444/index.pdf.

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Within the confines of this study, numerical simulations of time dependent variation of downdrag forces on the diaphragm walls are analyzed for a generic soil site, where consolidation is not completed. As part of the first generic scenario, consolidation of a clayey site due to the application of the embankment is assessed. Then two sets of diaphragm walls, with and without bitumen coating, are analyzed. For comparison purposes, conventional analytical calculation methods (i.e., rigid-plastic and elastic-plastic soil models) are also used, the results of which, establish a good basis of comparison with finite-element based simulation results. Additionaly, the same generic cases are also analyzed during the stages of excavation, when diaphragm walls are laterally loaded. As the concluding remark, on the basis of time dependent stress and displacement responses of bitumen coated and uncoated diaphragm walls, it was observed that negative skin friction is a rather complex time-dependent soil-structure and loading interaction problem. This problem needs to be assessed through methods capable of modeling the complex nature of the interaction. Current analytical methods may significantly over-estimate the amount of negative skin friction applied on the system, hence they are judged to be over-conservative. However, if negative skin friction is accompanied by partial unloading as expected in diaphragm walls or piles used for deep excavations, then they may be subject to adverse combinations of axial load and moment, which may produce critical combinations expressed in interaction diagrams. Neglecting the axial force and moment interaction may produce unconservative results.

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Lee, Cheol-Ju. "The influence of negative skin friction on piles and in pile groups." Thesis, University of Cambridge, 2001. https://www.repository.cam.ac.uk/handle/1810/272078.

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Lam, Sze Yue. "Effects of axial load, shielding and shape on negative skin friction on piles /." View abstract or full-text, 2006. http://library.ust.hk/cgi/db/thesis.pl?CIVL%202006%20LAM.

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Sharif, Ali. "Negative skin friction on single piles in clay subjected to direct and indirect loading." Thesis, National Library of Canada = Bibliothèque nationale du Canada, 1998. http://www.collectionscanada.ca/obj/s4/f2/dsk2/tape17/PQDD_0013/MQ39977.pdf.

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Toma, Tahsin Munir. "A model study of negative skin friction on a fixed base pile in soft clay." Thesis, Heriot-Watt University, 1989. http://hdl.handle.net/10399/919.

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In this research programme, a small-scale laboratory test was carried out to investigate the phenomenon of negative skin friction through studying the interaction between a pile and the surrounding soil and to obtain, by means of an instrumented 50mm diameter model pile, an expression for the magnitude and distribution of negative skin friction for an end-bearing pile in soft clay. The programme included measurements of pore water pressures using miniature piezometers, both vertically along the pile shaft and laterally from it, as the pattern of dissipation of this pressure controls the distribution of negative skin friction along pile length at any given time. Two testing programmes were conducted. Each testing programme consisted of applying load increments on the soil up to 90 kPa as surcharge pressures. Pore pressures, settlements and pile loads were monitored until 90% consolidation had been achieved. From test results, expressions relating the surcharge pressure and soil shear strength with the developed negative skin friction have been established. The study has been extended to include predictions of negative skin friction and pore water pressures by the use of Numerical Methods such as the Finite Element Method and the Finite Difference Method. Results obtained by these methods have been compared with those measured.

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Sears, Brian Keith. "Pile Downdrag During Construction of Two Bridge Abutments." BYU ScholarsArchive, 2008. https://scholarsarchive.byu.edu/etd/1918.

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Two steel pipe piles in place in abutments for two different bridge constructions sites were instrumented with strain gauges to measure the magnitude of negative skin friction. The piles were monitored before, during and up to 19 months after construction was completed. The load versus depth and time in each pile is discussed. Maximum observed dragloads ranged from 98 to 127 kips. A comparison with two methods for calculating dragloads is presented. Both comparison methods were found to be conservative, with the Briaud and Tucker (1997) approach more closely estimating the observed load versus depth behavior.

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Jha, Pravin. "ANALYSIS OF THE EFFECTS OF HEAVILY LOADED MAT FOUNDATION ON ADJACENT DRILLED SHAFT FOUNDATION." OpenSIUC, 2015. https://opensiuc.lib.siu.edu/dissertations/1121.

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Construction of heavily loaded shallow foundations adjacent to deep foundation is generally avoided in common geotechnical engineering practice to minimize additional loads on deep foundations. However, with the growing trend of urbanization leading to a demand of new construction, it is not always possible to avoid such situation where a heavily loaded shallow foundation will be right next to the infrastructure resting on deep foundations. When this situation cannot be avoided, influence of soil pressures and deformations in soil, created by shallow foundation on adjacent deep foundation, must be evaluated. The study of interaction between deep foundations has been carried out by several researchers in terms of pile-soil-pile interaction. Similarly, there are many published studies on interaction between closely spaced shallow foundations in terms of bearing capacity and settlement. However, not much published literature is available for practicing engineers to analyze and design deep and shallow foundations when they are constructed adjacent to each other. Construction of heavily loaded mat adjacent to drilled shafts would cause complex interaction between the foundations. However, lateral stress and drag forces on the shafts resulting from the heavy load on the mat foundation are the two major factors that would affect the design and performance of shafts. Since there is not much literature and guidance available to analyze and design such kind of situation, a preliminary investigation was first carried out where magnitude of the drag forces and lateral forces on drilled shafts were estimated using simple geotechnical engineering principles. The limitations of preliminary analysis led to the need of more sophisticated analysis using finite element techniques. As a part of this research, a detailed parametric study using finite element techniques has been performed to better understand stress and deformation distributions, and develop simplified methods to analyze this type of problems. A stress bulb for lateral stresses under a uniformly loaded square foundation, similar to the pressure bulb for vertical stresses which is widely used in the geotechnical engineering practice, has been proposed, which provides a significant tool for practicing engineers to understand lateral stress distribution below a uniformly loaded square area and estimate lateral stresses on nearby deep foundations. Similarly, a deformation bulb under a uniformly loaded square foundation is proposed. A new term “Isodefers” has been proposed to refer the lines of equal deformation. Isodefers are also a significant tool for practicing engineers to understand vertical deformation distribution below a uniformly loaded square area and estimate drag forces on nearby deep foundations. A case study emerging from similar real life scenario has also been analyzed and results are discussed with suitable recommendations.

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Korff, Mandy. "Response of piled buildings to the construction of deep excavations." Thesis, University of Cambridge, 2013. https://www.repository.cam.ac.uk/handle/1810/244715.

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Trends in the construction of deep excavations include deeper excavations situated closer to buildings. This research provides insight into mechanisms of soil-structure interaction for piled buildings adjacent to deep excavations to be used in the design and monitoring of deep excavations in urban areas. Most methods to assess building response have originally been developed for tunnelling projects or buildings with shallow foundations. Monitoring data of the construction of three deep excavations for the North South metro Line in Amsterdam, The Netherlands have been used to validate these methods specifically for piled buildings. In all three of the Amsterdam deep excavations studied, the largest impact on the ground surface and buildings is attributed to preliminary activities instead of the commonly expected excavation stage. The in situ preliminary activities caused 55-75% of the surface settlement and 55-65% of the building settlements. Surface settlements measured behind the wall were much larger than the wall deflections and reached over a distance of 2-3 times the excavated depth away from the wall. The shape of the surface settlements found resembles the hogging shape as defined by Peck (1969). For the excavation stage only, the shape of the displacement fits the profile proposed by Hsieh and Ou (1998). Most prediction methods overestimate the soil displacement at depth. An analytical method has been established and tested for the behaviour of piled buildings near excavations. This method includes the reduction of pile capacity due to lower stress levels, settlement due to soil deformations below the base of the pile and development of negative (or positive) skin friction due to relative movements of the soil and the pile shaft. The response of piles in the case of soil displacements depends on the working load of the pile, the percentages of end bearing and shaft friction of the pile, the size and shape of the soil settlements with depth and the distribution of the maximum shaft friction with depth. A method is derived to determine the level for each pile at which the pile and soil settlement are equal. Buildings in Amsterdam built before 1900 and without basement are most sensitive to soil displacements. For all other buildings, the pile settlement depends mainly on the working load. The actual damage experienced in buildings depends also on the relative stiffness of the building compared to the soil. Cross sections in Amsterdam have been evaluated and it is concluded that the Goh and Mair (2011) method provides a realistic, although rather large range of possible modification factors for the deflection of buildings next to excavations, deforming in hogging shape. For the incidents that happened at Vijzelgracht some well known damage indicators have been evaluated.

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Lusvardi, Cameron Mark. "Blast-Induced Liquefaction and Downdrag Development on a Micropile Foundation." BYU ScholarsArchive, 2020. https://scholarsarchive.byu.edu/etd/8747.

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Frequently, deep foundations extend through potentially liquefiable soils. When liquefaction occurs in cohesionless soils surrounding a deep foundation, the skin-friction in the liquefied layer is compromised. After cyclical forces suspend and pore pressures dissipate, effective stress rebuilds and the liquefied soil consolidates. When the settlement of the soil exceeds the downward movement of the foundation, downdrag develops. To investigate the loss and redevelopment of skin-friction, strain was measured on an instrumented micropile during a blast-induced liquefaction test in Mirabello, Italy. The soil profile where the micropile was installed consisted of clay to a depth of 6m underlain by a medium to dense sand. The 25cm diameter steel reinforced concrete micropile was bored to a depth of 17m. Pore pressure transducers were placed around the pile at various depths to observe excess pore pressure generation and dissipation. Soil strain was monitored with profilometers in a linear arrangement from the center of the 10m diameter ring of buried explosives out to a 12m radius. Immediately following the blast, liquefaction developed between 6m and 12m below ground. The liquefied layer settled 14cm (~2.4% volumetric strain) while the pile toe settled 1.24cm under elastic displacement. The static neutral plane in the pile occurred at a depth of 12m. From 6m to 12m below ground, the incremental skin-friction was 50% compared to pre-liquefaction measurements. The decrease in residual skin-friction is consistent with measurements observed by Dr. Kyle Rollins from previous full-scale tests in Vancouver, BC, Canada, Christchurch, New Zealand, and Turrel, Arkansas.

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Book chapters on the topic "Negative Skin Friction"

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Rituraj, Sujawat Singh, and B. Giridhar Rajesh. "Negative Skin Friction on Piles: State of the Art." In Lecture Notes in Civil Engineering, 323–35. Singapore: Springer Singapore, 2021. http://dx.doi.org/10.1007/978-981-16-1993-9_34.

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Awwad, Talal, Salma Al Kodsi, and Alexey Shashkin. "Negative Skin Friction Distribution on a Single Pile - Numerical Analysis." In Sustainability Issues for the Deep Foundations, 36–48. Cham: Springer International Publishing, 2018. http://dx.doi.org/10.1007/978-3-030-01902-0_4.

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Salem, Manal, A’laa Adel, and Mohamed Amer. "Development of Negative Skin Friction and Dragloads on Piles and Pile Groups in Soft Clay." In Sustainability Issues for the Deep Foundations, 215–31. Cham: Springer International Publishing, 2018. http://dx.doi.org/10.1007/978-3-030-01902-0_18.

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"negative skin friction." In Dictionary Geotechnical Engineering/Wörterbuch GeoTechnik, 901–21. Berlin, Heidelberg: Springer Berlin Heidelberg, 2014. http://dx.doi.org/10.1007/978-3-642-41714-6_140372.

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"negative pile skin friction." In Dictionary Geotechnical Engineering/Wörterbuch GeoTechnik, 901–21. Berlin, Heidelberg: Springer Berlin Heidelberg, 2014. http://dx.doi.org/10.1007/978-3-642-41714-6_140368.

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Rajapakse, Ruwan. "Negative skin friction (downdrag)." In Pile Design and Construction Rules of Thumb, 213–23. Elsevier, 2016. http://dx.doi.org/10.1016/b978-0-12-804202-1.00015-2.

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Rajapakse, Ruwan. "Neutral plane concept and negative skin friction." In Geotechnical Engineering Calculations and Rules of Thumb, 449–53. Elsevier, 2016. http://dx.doi.org/10.1016/b978-0-12-804698-2.00045-3.

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Rajapakse, Ruwan. "Neutral Plane Concept and Negative Skin Friction." In Geotechnical Engineering Calculations and Rules of Thumb, 455–59. Elsevier, 2008. http://dx.doi.org/10.1016/b978-075068764-5.50035-0.

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Leung, C., R. Shen, and Y. Chow. "Negative skin friction on end-bearing piles." In Physical Modelling in Geotechnics. Taylor & Francis, 2006. http://dx.doi.org/10.1201/noe0415415866.ch126.

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Rajapakse, Ruwan. "Negative Skin Friction and Bitumen-Coated Pile Design." In Pile Design and Construction Rules of Thumb, 263–78. Elsevier, 2008. http://dx.doi.org/10.1016/b978-0-7506-8763-8.00014-3.

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Conference papers on the topic "Negative Skin Friction"

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Zhou, W., R. Chen, and Y. Chen. "Development of Negative Skin Friction of Piles on Soft Ground." In GeoShanghai International Conference 2006. Reston, VA: American Society of Civil Engineers, 2006. http://dx.doi.org/10.1061/40865(197)36.

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Huang, Ting, Weiming Gong, Jinhai Zheng, Guoliang Dai, and Guoping Xu. "Model Tests on Negative Skin Friction on Pile in Sand." In International Symposium on Advances in Foundation Engineering. Singapore: Research Publishing Services, 2013. http://dx.doi.org/10.3850/978-981-07-4623-0_074.

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Kuhns, Gary L. "Downdrag in Pile Design: The Positive Aspects of Negative Skin Friction." In Symposium Honoring Dr. John H. Schmertmann for His Contributions to Civil Engineering at Research to Practice in Geotechnical Engineering Congress 2008. Reston, VA: American Society of Civil Engineers, 2008. http://dx.doi.org/10.1061/40962(325)18.

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Chow, Liang Chern, Jie Han, and Gregory R. Reuter. "Field Monitoring of Negative Skin Friction on Rigid Inclusion Columns under Embankments." In Geo-Congress 2020. Reston, VA: American Society of Civil Engineers, 2020. http://dx.doi.org/10.1061/9780784482780.052.

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Dashjamts, Dalai. "Analytical method for estimation of negative skin friction on foundation surface in collapsible loess soil." In 2012 7th International Forum on Strategic Technology (IFOST). IEEE, 2012. http://dx.doi.org/10.1109/ifost.2012.6357796.

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Ye, Shuai-Hua, and Chang-Liu Chen. "Analysis of negative skin friction resistance characteristic influence parameter of pile foundation under flooding condition." In 2016 International Conference on Mechanics and Architectural Design. WORLD SCIENTIFIC, 2016. http://dx.doi.org/10.1142/9789813149021_0032.

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Xia Li-nong and Miao Yun-dong. "Successive approximation graphical method for negative skin friction in piles taking the working load into account." In 2011 International Conference on Electric Technology and Civil Engineering (ICETCE). IEEE, 2011. http://dx.doi.org/10.1109/icetce.2011.5774686.

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Xia, L. N., H. T. Hu, S. L. Zhou, and J. W. Huang. "Test Research on the Development of Negative Skin Friction on Piles under Vertical Loads and Surcharges." In Geo-Hubei 2014 International Conference on Sustainable Civil Infrastructure. Reston, VA: American Society of Civil Engineers, 2014. http://dx.doi.org/10.1061/9780784478455.012.

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Lee, Paul H., Dimitrios E. Liarokapis, John P. Trachanas, George S. Triantafyllou, and George D. Tzabiras. "Experimental Investigation of the Effect of Superhydrophobic Coating and Microbubbles Lubrication on the Resistance of a Scaled Ship." In SNAME 7th International Symposium on Ship Operations, Management and Economics. SNAME, 2021. http://dx.doi.org/10.5957/some-2021-014.

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Skin friction in marine vessels constitutes one of the major issues that have negative environmental and financial impact due to the increased energy consumption. In this paper, the combination of two skin friction reduction techniques of superhydrophobic coating and microbubble lubrication are investigated experimentally. Microbubbles of up to 20 [μm] are introduced in the boundary layer through microbubble generators attached on the stem of a 2.52 [m] long ship treated with a superhydrophobic nano-ceramic coating. Resistance measurements are conducted at various towing speeds and trim angles and a skin friction coefficient reduction of up to 2.15% is noted.

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Kong, Gang-qiang, Qing Yang, and Mao-tian Luan. "Study on Negative Skin Friction of Pile Groups Considering Coupled Effect of Surface Load and Soil Consolidation." In ASME 2009 28th International Conference on Ocean, Offshore and Arctic Engineering. ASMEDC, 2009. http://dx.doi.org/10.1115/omae2009-79679.

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The study was performed based on an analysis of model test results of 3×3 pile group and confirmed the reliability and accuracy of determining negative skin friction (NSF) using numerical modeling of fluid-soild interaction. A 3D numerical model with surface load and soil consolidation was established using FLAC3D, which focused on the mechanism of NSF and its influence factors such as friction of pile-soil interface, spacing of pile and time of consolidation. The results obtained under different cases in an engineering practice were finally compared with measured and empirical data, showing that it is necessary to consider surface load and soil consolidation when dealing with NSF. The results also indicated the analysis with surface load and soil consolidation could simulate the developing process of NSF and produce a more accurate outcome — closer to measured data. The NSF increases rapidly at beginning and then slowly down, finally stabilized at a constant as soil consolidation progresses. Due to pile group effects, the piles at the centre had a smaller downdrag and settlement than those at corner or at edges; pile group effects became more obvious when pile spacing decreased.

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