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Journal articles on the topic 'Negative Skin Friction'

Author: Grafiati

Published: 4 June 2021

Last updated: 14 February 2022

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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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2

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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3

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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4

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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5

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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6

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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7

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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8

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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9

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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10

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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11

Indraratna, B., A. S. Balasubramaniam, P. Phamvan, and Y. K. Wong. "Development of negative skin friction on driven piles in soft Bangkok clay." Canadian Geotechnical Journal 29, no. 3 (June 1, 1992): 393–404. http://dx.doi.org/10.1139/t92-044.

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This paper describes the results of short-term pullout tests and long-term full-scale measurements of negative skin friction on driven piles in Bangkok subsoils. Two instrumented cylindrical (hollow) prestressed concrete piles were fully equipped with two independent load-measurement systems, load cells, and telltale rods. Pore pressures and ground movements in the vicinity of the piles were monitored throughout the period of investigation. The effect of bitumen coating on negative skin friction was also studied. The long-term behaviour of driven piles was compared with the estimated values obtained from short-term pullout tests and soil strength data. It was found that the negative skin friction can be predicted well by the effective stress approach using values of β between 0.1 and 0.2. The load–settlement and load–transfer behaviour were numerically modelled to acquire a more comprehensive understanding of negative skin friction developed on driven piles. A settlement-controlled concept is also introduced for piles subjected to negative skin friction, on the basis of these findings. Key words : consolidation, downdrag, driven pile, embankment, finite elements, pore pressures, pullout, settlements, soft clay.

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12

Tan, Siew Ann, and Bengt H. Fellenius. "Negative skin friction pile concepts with soil–structure interaction." Geotechnical Research 3, no. 4 (December 2016): 137–47. http://dx.doi.org/10.1680/jgere.16.00006.

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13

Huang, Ting, Jinhai Zheng, and Weiming Gong. "The Group Effect on Negative Skin Friction on Piles." Procedia Engineering 116 (2015): 802–8. http://dx.doi.org/10.1016/j.proeng.2015.08.367.

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14

Wong, K. S., and C. I. Teh. "Negative Skin Friction on Piles in Layered Soil Deposits." Journal of Geotechnical Engineering 121, no. 6 (June 1995): 457–65. http://dx.doi.org/10.1061/(asce)0733-9410(1995)121:6(457).

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15

Chow, Y. K., C. H. Lim, and G. P. Karunaratne. "Numerical modelling of negative skin friction on pile groups." Computers and Geotechnics 18, no. 3 (January 1996): 201–24. http://dx.doi.org/10.1016/0266-352x(95)00029-a.

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16

Auvinet-Guichard, Gabriel, and Juan Félix Rodríguez-Rebolledo. "Criteria for the design of friction piles subjected to negative skin friction and transient loads." Ingeniería, investigación y tecnología 18, no. 3 (July 1, 2017): 279–92. http://dx.doi.org/10.22201/fi.25940732e.2017.18n3.025.

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17

Zhang, Yu, Li-Pei Zhou, Ming-Yuan Wang, Xuanming Ding, and Chenglong Wang. "Experimental Study on the Negative Skin Friction of the Pile Group Induced by Rising and Lowering the Groundwater Level." Advances in Civil Engineering 2021 (September 24, 2021): 1–12. http://dx.doi.org/10.1155/2021/2574727.

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Negative skin friction (NSF) has been one of the important factors in the design of pile foundation; especially, the influence of water level on the pile negative skin friction should be paid attention. In this paper, a series of model tests were carried out to analyze the bearing characteristic of the pile group influenced by groundwater level. The pile axial force and negative skin friction, settlement, and soil pore pressure were investigated. The results showed that both the water level rising and lowering cycle could increase the axial force of the pile along the upper part of the pile, yet reducing it along the lower part of the pile; both the axial force and the negative skin friction of the pile presented a feature of time effect; the value of negative skin friction was positively correlated with that of the pile head load, and the neutral plane ranged from 0.57 L to 0.64 L as the water level changed; the soil featured settling in layers, and the change of pore water pressure was accordant with the water level changing regulation.

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18

Mashhour, Ibrahim, and Adel Hanna. "Drag load on end-bearing piles in collapsible soil due to inundation." Canadian Geotechnical Journal 53, no. 12 (December 2016): 2030–38. http://dx.doi.org/10.1139/cgj-2015-0548.

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Collapsible soils may experience sudden and excessive settlement when inundated. The use of pile foundations that penetrate the collapsible soil layer to reach a firm stratum is widely used in practice. However, when the ground is inundated, large and sudden settlement of the surrounding soil may take place, causing negative skin friction on the pile’s shaft, which may lead to catastrophic failure. In the literature, research dealing with negative skin friction for piles in collapsible soil is lagging due to the complexity of modeling collapsible soil analytically. Alternatively, results of sophisticated experimental investigation may produce valuable information to predict the negative skin friction and accordingly the drag load on these piles. This paper presents the results of an experimental investigation on a single end-bearing pile in collapsible soil. The investigation is tailored to measure the soil collapse before and during inundation and the associated drag load on the pile. The theory proposed by Hanna and Sharif in 2006 for predicting negative skin friction on piles due to consolidation of the surrounding soft clay was extended to predict the negative skin friction for these piles in collapsible soils. A proposed design procedure is presented.

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19

Maugeri, M., and F. Castelli. "Discussion: Negative Skin Friction on Piles in Layered Soil Deposits." Journal of Geotechnical Engineering 122, no. 12 (December 1996): 1020–23. http://dx.doi.org/10.1061/(asce)0733-9410(1996)122:12(1020).

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20

Tawfiq, Kamal S., and Joseph A. Caliendo. "Bitumen Coating versus Plastic Sheeting for Reducing Negative Skin Friction." Journal of Materials in Civil Engineering 7, no. 1 (February 1995): 69–81. http://dx.doi.org/10.1061/(asce)0899-1561(1995)7:1(69).

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21

Han, Liang, Ai Jun Yao, and Jun Wei Han. "New Method and Application of Negative Friction Resistance Monitoring for PHC Pipe Pile." Advanced Materials Research 1065-1069 (December 2014): 138–42. http://dx.doi.org/10.4028/www.scientific.net/amr.1065-1069.138.

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The theoretical calculation of PHC pipe pile negative friction resistance is difficult to obtain valuable results due to many complex factors involved, such as soil properties, consolidation conditions and actual working environment, so the field monitoring is the only feasible method. The pile negative friction resistance can be got by pre-buried sensors inside the pile to monitor the changes of stress and strain of shaft. However, for PHC pipe pile, the sensors can not be embedded and protected effectively in the process of pile manufacturing, which makes the negative friction resistance of PHC pipe pile become a very thorny problem. Based on the improved field monitoring method and data analysis of sliding micrometer technology, a new method was introduced into the PHC pipe pile negative skin friction resistance testing in this paper. We can got not only the PHC pipe pile negative friction resistance, distribution range and neutral point position with different load or time, but also the strain distribution, axial force distribution, skin friction resistance and toe resistance distribution of pile, etc. The practical engineering application shows that the new method is very effective to monitor PHC pipe pile negative friction resistance and very beneficial to further research on formation mechanism and theoretical calculation of negative friction resistance of PHC pipe pile.

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22

Chen, Shang Ping, Wen Juan Yao, and Sheng Qing Zhu. "Theoretical Calculation of Negative Skin Friction for Pile Foundation in Layered Soil." Advanced Materials Research 201-203 (February 2011): 1577–81. http://dx.doi.org/10.4028/www.scientific.net/amr.201-203.1577.

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In this paper, based on pile-soil interaction, the calculating method for the negative skin friction of pile in layered soil is proposed. Two load conditions, axial load on the top and overloading on soil around pile are presented, respectively. The transfer matrix method is used to analyze the first condition, while the soil consolidation theory and finite difference method are used to investigate the second condition numerically. The results can offer valuable references for both theoretical research and engineering design of long pile bearing larger negative skin friction.

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23

Chen, Chang Liu, Song Qi Wei, Shuai Hua Ye, and Yan Liu. "Experimental Program of Indoor Model Research about Single Pile Negative Friction." Applied Mechanics and Materials 501-504 (January 2014): 160–65. http://dx.doi.org/10.4028/www.scientific.net/amm.501-504.160.

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This article aims to study the influence of negative skin friction resistance of waterishlogged pile foundation, through indoor scale model test of pile foundation in the loess areas. The program involved in the model similar than design, the model groove design, the selection of test materials, the design of the ground soil, the layout of measuring points and the research of load method in the test. Through the experimental study on the reduced scale model, we can deepen the understanding of the action mechanism of negative skin friction resistance of the pile, which could guide the engineering practice and design.

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24

Ergun, Mehmet Ufuk, and Devrim Sönmez. "Negative skin friction from surface settlement measurements in model group tests." Canadian Geotechnical Journal 32, no. 6 (December 1, 1995): 1075–79. http://dx.doi.org/10.1139/t95-105.

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Groups of model wood piles driven to end bearing through dense sand over soft clay were used to determine the relative settlement of the soil surface inside and outside the groups as the soil was compressed by air pressure. Square 30 mm piles at spacings of 2 to 6 times the pile width were used in groups of 3 × 3, 4 × 4, and 5 × 5. The results indicate that pile group effects were negligible at pile spacings at 5 to 6 pile widths. Key words : negative friction, model study, pile groups, sand.

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25

Yao, Wenjuan, Yimin Liu, and Jun Chen. "Characteristics of Negative Skin Friction for Superlong Piles under Surcharge Loading." International Journal of Geomechanics 12, no. 2 (April 2012): 90–97. http://dx.doi.org/10.1061/(asce)gm.1943-5622.0000167.

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26

Leung, C. F., B. K. Liao, Y. K. Chow, R. F. Shen, and Y. C. Kog. "Behavior of Pile Subject to Negative Skin Friction and Axial Load." Soils and Foundations 44, no. 6 (December 2004): 17–26. http://dx.doi.org/10.3208/sandf.44.6_17.

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27

Lim, C. H., Y. K. Chow, and G. P. Karunaratne. "Negative skin friction on single piles in a layered half-space." International Journal for Numerical and Analytical Methods in Geomechanics 17, no. 9 (September 1993): 625–45. http://dx.doi.org/10.1002/nag.1610170903.

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28

Liu, Jinyuan, Hongmei Gao, and Hanlong Liu. "Finite element analyses of negative skin friction on a single pile." Acta Geotechnica 7, no. 3 (March 25, 2012): 239–52. http://dx.doi.org/10.1007/s11440-012-0163-x.

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29

El-Mossallamy, Yasser M., Ashraf M. Hefny, Magdy A. Demerdash, and Mohamed S. Morsy. "Numerical analysis of negative skin friction on piles in soft clay." HBRC Journal 9, no. 1 (April 2013): 68–76. http://dx.doi.org/10.1016/j.hbrcj.2013.02.006.

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30

Huang, Ting, Jin Hai Zheng, and Wei Ming Gong. "Research on Negative Skin Friction on Pile by a Simple Model Experiment." Applied Mechanics and Materials 580-583 (July 2014): 693–96. http://dx.doi.org/10.4028/www.scientific.net/amm.580-583.693.

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Accompanied by the substantive construction of domestic ports, the negative skin friction on pile becomes a common problem. In order to provide references for the related experiment research in the future, the designs of model experiments reported in the literatures were emphatically analyzed and compared. Compared to conventional pile model test, the model test on negative skin friction on pile needs to apply load on soil surface and it is difficult to simulate large surcharge by conventional test methods. An experimental scheme which could produce large surcharge load by conventional test conditions is given in this paper. Pile stress, displacement of pile top and layered settlement of soil was tested under different surcharge level. The depth of neutral point and the group effect of NSF are discussed.

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31

Wei, Guo, Zhuang Daokun, Ren Yuxiao, Cui Wenxi, Yue Changxi, and Yu Changyi. "Model test study of bending moment and negative skin friction for batter rock-socketed piles under surface load." E3S Web of Conferences 283 (2021): 01039. http://dx.doi.org/10.1051/e3sconf/202128301039.

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Batter rock-socketed piles (BRSP) foundation is one of common foundations, such as port engineering or cross-sea bridge, while there are few studies on negative skin friction for BRSP. A series of model tests are conducted to explore negative skin friction of BRSP which are embedded in thick soft clay. The effects of the inclined angle of piles and soil consolidation time to negative friction resistance and the bending moment of BRSP are analyzed. The test results show that: the development of negative friction and bending moment BRSP have pronounced time effect; the longer the consolidation time is, the slower the axial force and bending moment intensify. The ultimate pile shaft axial force and bending moment increases nonlinearly concerning the inclined angle of piles. And the “neutral point” position and peak point of bending moment is always located at 0.9~1.0 times soil depth.

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32

UTKIN, V. S., S. A. SOLOVYEV, and A. A. SOLOVYEVA. "FRICTION PILE BEARING CAPACITY BASED ON THE PARABOLIC DISTRIBUTION OF SKIN FRICTION." Building and reconstruction 90, no. 4 (2020): 65–72. http://dx.doi.org/10.33979/2073-7416-2020-90-4-65-72.

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The article describes the approach to evaluation of a friction pile bearing capacity based on the parabolic distribution of a skin friction in multi-layer soil bases. The design equationsare obtained for evaluated the ultimate load on an axial loaded pile in multi-layer soil using the new design scheme. The advantage of the proposed approach is to obtain some experimental parameters that take into account the actual interaction of the pile and soil on the construction site. Negative friction forces (from the reaction force under the pile end) negatively affect the pile bearing capacity. The numerical example is given for a friction pile in the soil base with two layers. The proposed equation also allows calculating various parameters: the soil stress under the piletoe, the pile effective length, relative deformations along the pile, etc.

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33

Zhang, Jian Wei, Zhi Long Wang, and Dong Qin Qiao. "Model Test on Negative Skin Friction for Super-Long Pile under Surcharge Load Considering Time Effect." Applied Mechanics and Materials 470 (December 2013): 1105–8. http://dx.doi.org/10.4028/www.scientific.net/amm.470.1105.

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Super-long pile bridges and high-rise buildings are commonly used in the form of pile foundation. In the flood area, due mainly silt stratum, as well as the decline in groundwater mound pile under the conditions set out in the consolidation, there will be a negative pile skin friction and negative friction obvious time effect, which bearing capacity of the pile has a great influence. Current research on negative friction for super-long pile considering time effect is relatively little. In the model box, on the base of the super-long pile silt model test, set out in a pile mound under consolidation, soil testing flour gradually over time preloading consolidation settlement, pile-soil relative displacement, so as to arrive negative friction pile variation with time, tip resistance variation with time from the pile-axial force curve deduce the location of the neutral point and changes in circumstances, the pile foundation engineering practice has a certain significance.

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34

Maugeri, M., F. Castelli, and E. Motta. "Discussion of “Pile Groups under Negative Skin Friction” by C. Y. Lee." Journal of Geotechnical Engineering 121, no. 7 (July 1995): 573–74. http://dx.doi.org/10.1061/(asce)0733-9410(1995)121:7(573).

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35

Teh, C. I., and K. S. Wong. "Discussion of “Pile Groups under Negative Skin Friction” by C. Y. Lee." Journal of Geotechnical Engineering 121, no. 7 (July 1995): 574–75. http://dx.doi.org/10.1061/(asce)0733-9410(1995)121:7(574).

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36

Lee, C. Y. "Closure to “Pile Groups under Negative Skin Friction” by C. Y. Lee." Journal of Geotechnical Engineering 121, no. 7 (July 1995): 575–76. http://dx.doi.org/10.1061/(asce)0733-9410(1995)121:7(575).

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37

Altaee, Ameir. "Development of negative skin friction on driven piles in soft Bangkok clay:Discussion." Canadian Geotechnical Journal 30, no. 5 (October 1, 1993): 886–87. http://dx.doi.org/10.1139/t93-082.

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38

Ghaly, A. M. "Negative skin friction from surface settlement measurements in model group tests: Discussion." Canadian Geotechnical Journal 34, no. 1 (February 1, 1997): 163–64. http://dx.doi.org/10.1139/t96-095.

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39

Ergun, M. U., and D. Sönmez. "Negative skin friction from surface settlement measurements in model group tests: Reply." Canadian Geotechnical Journal 34, no. 1 (February 1, 1997): 165. http://dx.doi.org/10.1139/t96-096.

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40

Hanna, Adel, and M. Azizul Hoque. "Coupled consolidation model for negative skin friction on piles in clay layers." Geomechanics and Geoengineering 4, no. 2 (May 28, 2009): 141–49. http://dx.doi.org/10.1080/17486020902855654.

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41

Siegel, Timothy C., and Augusto Lucarelli. "Theory and modelling of negative skin friction on a pile in soil." DFI Journal - The Journal of the Deep Foundations Institute 10, no. 3 (November 4, 2016): 135–42. http://dx.doi.org/10.1080/19375247.2017.1288883.

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42

Indraratna, B. "Development of negative skin friction on driven piles in soft Bangkok clay: Reply." Canadian Geotechnical Journal 30, no. 5 (October 1, 1993): 887–88. http://dx.doi.org/10.1139/t93-083.

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43

Fellenius, Bengt H. "Development of negative skin friction on driven piles in soft Bangkok clay: Discussion." Canadian Geotechnical Journal 30, no. 5 (October 1, 1993): 888–89. http://dx.doi.org/10.1139/t93-084.

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44

Indraratna, B. "Development of negative skin friction on driven piles in soft Bangkok clay: Reply." Canadian Geotechnical Journal 30, no. 5 (October 1, 1993): 890–91. http://dx.doi.org/10.1139/t93-085.

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45

Comodromos, Emilios M., and Spyridoula V. Bareka. "Evaluation of negative skin friction effects in pile foundations using 3D nonlinear analysis." Computers and Geotechnics 32, no. 3 (April 2005): 210–21. http://dx.doi.org/10.1016/j.compgeo.2005.01.006.

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46

Al-Jubair, Haider S., and Jasim M. Al-Battat. "Studying the Effects of Pile Load on Negative Skin Friction in Basrah Governorate." Research Journal of Applied Sciences, Engineering and Technology 18, no. 2 (May 25, 2021): 33–42. http://dx.doi.org/10.19026/rjaset.18.6062.

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47

Salim, Vionita, and Aksan Kawanda. "PERANCANGAN TIANG PANCANG DENGAN TAHANAN FRIKSI NEGATIF." JMTS: Jurnal Mitra Teknik Sipil 3, no. 3 (August 21, 2020): 879. http://dx.doi.org/10.24912/jmts.v3i3.8450.

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Development in Jakarta took place the most, but the condition of the land in Jakarta ehich was dominated by sof soil was becoming an obstacle. Landfill is one way that can be done to strengthen or improve soft soil. But if this landfill causes a settlement in soil around the pile is bigger than the settlement in the pile, there will be negative skin friction which will cause the pile to be pulled down. This study aims to analyze and compare the magnitude of the influence of negative skin friction caused by the pile by using the undrained parameter, drained parameter, Meyerhof empirical, and Vesic empirical to analyze the carrying capacity of the pile and determine the neutral plane and negative skin friction with the Fellenius method and Prakash & Sharma methods. From the results of the analysis,negative skin friction does not accur in the pile that ends hard soil while it occurs in soil that ends soft soil. The location of neutral plane between the Fellenius method and Prakash & Sharma is not too different. But piles that experience negative skin friction need to be redesign. Changes in diameter of this pile can reach 2.5 times the initial size. Pembangunan di Jakarta sangat banyak, tetapi kondisi tanah di Jakarta yang didomisasi oleh tanah lunak mnjdi kendala. Timbunan menjadi salah satu cara yang dapt dilakukan untuk memperkuat atau memperbaiki tanah lunak. Tetapi apabila timbunan ini menyebabkan penurunan tanah di sekitar tiang lebih besar daripada penurunan tiang maka akan timbul gesekan antara selimut tiang dengan tanah ke arah bawah yang akan menyebabkan tiang tertarik ke bawah. Gaya geser ke bawah ini dikenal sebagai gesekan selimt negatif. Studi ini bertujuan untuk menganalisis dan membandingkan besarnya pengaruh gesekan selimut negatif akibat timbunan dengan menggunakan metode undrained parameter, drained parameter, empiris Meyerhoff, dan empiris Vesic untuk menganalisis daya dukung tiang serta penentuan titik netral dan friksi negatif dengan metode Fellenius dan Prakash & Sharma. Dari hasil analisis, gesekan selimut negative tidak terjadi di tiang yang berujung tanah keras sedangkan terjadi di tanah pada tanah yang berujung tanah lunak. Letak tiitk netral antara metode Fellenius dan Prakash & Sharma tidak terlalu berbeda. Tetapi tiang yang mengalami friksi negatif perlu didesain ulang ukurannya. Perubahan diameter tiang ini bisa mencapai 2.5 kali dari ukuran awal.

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48

Motta, Ernesto. "Discussion of “Negative Skin Friction on Piles in Layered Soil Deposits” by Ernesto Motta." Journal of Geotechnical Engineering 122, no. 12 (December 1996): 1021–23. http://dx.doi.org/10.1061/(asce)0733-9410(1996)122:12(1021).

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49

Gao, H. M., H. L. Liu, J. Y. Liu, and M. L. Liu. "Back calculated α and β coefficients from case histories of negative skin friction piles." Materials Research Innovations 15, sup1 (February 2011): s597—s600. http://dx.doi.org/10.1179/143307511x12858957677073.

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50

Kong, Gangqiang, Hanlong Liu, Qing Yang, Robert Y. Liang, and Hang Zhou. "Mathematical Model and Analysis of Negative Skin Friction of Pile Group in Consolidating Soil." Mathematical Problems in Engineering 2013 (2013): 1–11. http://dx.doi.org/10.1155/2013/956076.

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In order to calculate negative skin friction (NSF) of pile group embedded in a consolidating soil, the dragload calculating formulas of single pile were established by considering Davis one-dimensional nonlinear consolidation soils settlement and hyperbolic load-transfer of pile-soil interface. Based on effective influence area theory, a simple semiempirical mathematical model of analysis for predicting the group effect of pile group under dragload was described. The accuracy and reliability of mathematical models built in this paper were verified by practical engineering comparative analysis. Case studies were studied, and the prediction values were found to be in good agreement with those of measured values. Then, the influences factors, such as, soil consolidation degree, the initial volume compressibility coefficient, and the stiffness of bearing soil, were analyzed and discussed. The results show that the mathematical models considering nonlinear soil consolidation and group effect can reflect the practical NSF of pile group effectively and accurately. The results of this paper can provide reference for practical pile group embedded in consolidating soil under NSF design and calculation.

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