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Journal articles on the topic 'Steel pile'
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1
Feng, Zhongju, Haibo Hu, Yunxiu Dong, Fuchun Wang, Minghui Jia, Yawan Zhao, and Jingbin He. "Effect of Steel Casing on Vertical Bearing Characteristics of Steel Tube-Reinforced Concrete Piles in Loess Area." Applied Sciences 9, no. 14 (July 18, 2019): 2874. http://dx.doi.org/10.3390/app9142874.
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This study aims at investigating the effect of steel casing on vertical bearing characteristics of steel tube-reinforced concrete piles in loess area by centrifugal model test. Five piles were selected, one of them was a conventional reinforced concrete pile which was 35 cm in length and 2.5 cm in diameter as a contrast pile, and the length of steel casing for the remaining four steel tube-reinforced concrete piles was 8 cm, 12 cm, 16 cm, and 20 cm respectively. The results show that the axial force, unit skin friction, tip resistance, and shaft resistance of steel tube-reinforced concrete piles with different steel casing lengths were different from conventional reinforced concrete pile. Additionally, the ultimate bearing capacity of steel tube-reinforced concrete piles was compared with a conventional reinforced concrete pile. Moreover, advantages of steel casing in pile foundation engineering were summarized. The results of this study can provide reference for vertical bearing characteristics of steel tube-reinforced concrete piles in loess area.
2
Xu, Jin, and Lin Ma. "Study on Bearing Capacity of Prestressed Pipe Pile Foundation Under Horizontal Load." Open Construction and Building Technology Journal 11, no. 1 (November 24, 2017): 301–12. http://dx.doi.org/10.2174/1874836801711010301.
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Background and Objective: Prestressed high strength concrete pipe pile (PHC) shows brittle fracture when subjected to more than its own bearing capacity. Therefore, the non-prestressed steel bar is added to the PHC pipe pile, that is, the mixed reinforced pipe pile (PRC). The mechanical behavior of PRC group piles and PHC group piles under horizontal force is studied, and the bending moment diagram and displacement diagram of the pile body are compared so as to find the weak parts. Material and Method: In this paper, Φ600 pipe piles are chosen, and the PRC pipe piles are made of non prestressed steel bars of the same number as the prestressing steel bars, and the two steel bars are spaced apart. Referring to a specific project of Binhai New Area, the geological parameters are used, and the force analysis of group piles under horizontal force is carried out by using the ANSYS software. Results: ANSYS simulation results show that, under the horizontal loading, when the number of piles in group piles is different, the locations of maximum bending moments are different. Increasing the number of the PRC pipe pile with non prestressed reinforcement can effectively reduce the maximum bending moment of the pile body. Conclusion: Under horizontal load, with the increase of pile number and the pile cap aggrandizement, the position of maximum moment of pile body is shifted from 5-8 times diameter of pile to the top of pile. When the pile number reaches a certain amount, the maximum bending moment will appear at the joint between the pile cap and the pile body. At the same time, increasing the non prestressed steel bar does not influence the bending moment, and the reinforcement of the pile cap and the pile top should be strengthened.
3
Hui, Sun. "Research on the Bearing Capacity of Double Row Steel Sheet Pile Reinforcement Depth of the Based on Soil between Piles." International Journal of Engineering Research in Africa 25 (August 2016): 127–32. http://dx.doi.org/10.4028/www.scientific.net/jera.25.127.
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With the complex force characteristics of double row steel sheet pile retaining structure. Through the PLAXIS 3D finite element model is established, the soil with HS-Small constitutive model, the cement soil reinforcement of double row steel sheet pile support retaining structure of pile soil, the simulation and analysis of the soil between piles reinforcement depth of double row steel sheet piles by the force and displacement. Analysis shows that with the increase of reinforcement depth:1） before and after the peak displacement of two rows of steel sheet pile becomes smaller; 2）outside row of pile axial force variation trend of different;3） outside row of steel sheet pile peak shear force and bending moment increases first and then decreases; 4）the peak reached maximum value when the reinforcement depth have different; 5）internal row pile internal force of absolute value was significantly larger than that of the outer row of piles, should according to the actual needs of the project using the appropriate reinforcement depth.
4
Puri, Anas. "Analisis Numerik Perkerasan Sistem Pelat Terpaku Tiang Tunggal menggunakan Tiang Pipa Baja pada Tanah Lunak." MEDIA KOMUNIKASI TEKNIK SIPIL 25, no. 2 (January 8, 2020): 171. http://dx.doi.org/10.14710/mkts.v25i2.19098.
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All of the full-scale tests and numerical analysis of Nailed-slab System from previous researchers used massive reinforced concrete piles. This research will study the possibility of steel pipe pile as a replacement of massive reinforced concrete piles if there are available enough steel pipe piles. This research is aimed to study the behavior of single steel pipe pile Nailed-slab System on soft clay and the influence of pile length due to slab deflection and soil stresses. It was used the data from Puri (2015a) for a single massive reinforced concrete pile Nailed-slab. This massive reinforced concrete pile was replaced by a single steel pipe pile with similar and varied diameter which analyzed by the 2D finite element method. Results show that the steel pipe pile can be used as a “nail” at the Nailed-slab pavement system but by a larger dimension compared to the massive reinforced concrete pile. The maximum effective shear stress in soil did not reach undrained shear strength under a standard wheel load 40 kN. Generally, the soil was not failure.
5
Pando, Miguel, George Filz, Carl Ealy, and Edward Hoppe. "Axial and Lateral Load Performance of Two Composite Piles and One Prestressed Concrete Pile." Transportation Research Record: Journal of the Transportation Research Board 1849, no. 1 (January 2003): 61–70. http://dx.doi.org/10.3141/1849-08.
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Composite piles use fiber-reinforced polymers (FRPs), plastics, and other materials to replace or protect steel or concrete, with the intent being to produce piles that have lower maintenance costs and longer service lives than those of conventional piles, especially in marine applications and other corrosive environments. Well-documented field loading tests of composite piles are scarce, and this lack of a reliable database may be one reason that composite piles are not in widespread use for load-bearing applications. The purpose of this research is to compare the axial and lateral load behavior of two different types of composite test piles and a conventional prestressed concrete test pile at a bridge construction site in Hampton, Virginia. One of the composite piles is an FRP shell filled with concrete and reinforced with steel bars. The other composite pile consists of a polyethylene plastic matrix surrounding a steel reinforcing cage. The axial structural stiffnesses of the prestressed concrete pile and the FRP pile are similar, and they are both much stiffer than the plastic pile. The flexurel stiffness of the prestressed concrete pile is greater than that of the FRP pile, which is greater than the flexural stiffness of the plastic pile. The axial geotechnical capacities of the test piles decreased in order from the prestressed concrete pile to the FRP pile to the plastic pile. The prestressed concrete pile and the FRP pile exhibited a similar response for lateral load versus deflection, and the plastic pile was much less stiff in lateral loading.
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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
7
Liu, Jun Wei, Zhong Miao Zhang, Ri Hong Zhang, and Shu Feng Wang. "Comparative Experimental Study on Flexural Property of Reinforced and Conventional PHC Pile." Advanced Materials Research 163-167 (December 2010): 2376–80. http://dx.doi.org/10.4028/www.scientific.net/amr.163-167.2376.
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Reinforced PHC piles make use of nonprestressed steel bars to reinforce the initial steel cage, with the intent being to invent novel piles that have better flexural properties than the conventional PHC piles. In this study, a comprehensive test program was carried out with 12 full-scale test piles to compare the flexural properties of two different types of PHC piles. The flexural stiffness of the reinforced PHC pile is greater than the flexural stiffness of the conventional PHC pile. The Reinforced PHC pile and the conventional PHC pile exhibited similar axial stress development, planar section remained in pile mid-span during the initial period and the neutral axis shifted upward after concrete cracking. The cracking patterns and failure modes for two different types of PHC piles are evidently different. The moment capacities for reinforced piles were significantly higher than the values for the conventional piles, and the improvements increase in order from the pile specification of B to the AB to the A.
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Zhang, Ming Yuan, Hong Yuan Gao, Yan Li, Hua Zhu Song, and Wen Tao Peng. "Effect of Soil Stiffness on Bearing Characteristics of Large-Diameter and Super-Long Steel Pipe Pile Based on FLAC3D." Applied Mechanics and Materials 170-173 (May 2012): 743–46. http://dx.doi.org/10.4028/www.scientific.net/amm.170-173.743.
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In recent years, more and more large-diameter and super-long steel pipe piles are widely used in bridge and port engineering. But so far, people know very little about their bearing characteristics and there is no suitable calculation method of their bearing capacity in the design specifications. In engineering design, computational theory of ordinary piles is referenced. We all know that carrying capacity of large-diameter and super-long steel pipe piles is very closely related to the surrounding soil stiffness, but we do not know how they influence each other. In the paper, the effect of soil stiffness on vertical bearing and settlement features are studied for large-diameter and super-long steel pipe pile based on the three-dimensional continuum medium fast lagrangian method (FLAC3D). The result shows that the settlement of pile top will be reduced and side friction resistance of large-diameter and super-long steel pipe pile can be increased effectively if the stiffness of soil around the piles become stronger under the unchanged load. But when the stiffness of soil exceeds a certain intensity, the rate of pile top settlement reducing decreases gradually. In other words, when the soil stiffness increases to a certain extent, continue to increase the stiffness of soil around piles can not effectively reduce the settlement of pile top. It is obvious that the stiffness of soil around pile has a direct impact on the pile settlement characteristics and bearing characteristics. The conclusion is of significance for the reasonable design of large-diameter and super-long steel pipe pile foundation in engineering applications.
9
Doubrovsky, Michael, and Vladyslava Dubravina. "Physical modeling of steel tubular piles installation into sandy soil." Bases and Foundations, no. 41 (December 17, 2020): 14–21. http://dx.doi.org/10.32347/0475-1132.41.2020.14-21.
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Modern marine structures (berths, breakwaters, offshore platforms, etc.) often include steel tubular piles of essential length (80-100 m and more) that should provide high bearing capacity in case of external axial loads application. Interaction between elements of the system “piled structure – soil media” is not yet studied sufficiently. It relates also to the bearing capacity of the long steel tubular piles of large diameter. One of the interesting peculiarities of long tubular piles’ behavior is the formation of soil plug at the piles’ tip. There are a lot of suggestion and methods aimed to increase piles bearing capacity under static pressing load. One of them relates to use of the additional structural element, i.e., the internal diaphragm welded to the internal surface of the pile’s shaft. Such approach has been applied in some practical cases of marine construction and demonstrated its effectiveness. At the moment there are no researches focused on study of the peculiarities of internal diaphragm application. So proposed research aimed to study two connected processes during steel tubular pile driving: soil plug formation at the tip of the open-end pile and soil behavior under the internal diaphragm fixed inside the tubular pile’s shaft. To study mentioned processes we provided several series of laboratory experiments fulfilled at the Geotechnical laboratory of the Department “Sea, River Ports and Waterways” in Odessa National Maritime University. In these experiments the model of steel tubular pile has been driven (pressed) into fine sand by mechanical jack. The first series was devoted to determination of the conditions related to the soil plug formation at the pile’s tip (results are presented in this paper). The next series were aimed to study the influence of the rigid diaphragm inside the pile’s shaft (to be presented in the further publications). Obtained experimental results allow to conclude that (a) in the fine sand the plug is formatted at the comparatively early stage of pile installation (in case of our modeling - at the penetration depth of some 4-5 pile’s diameter); (b) our empirical assessment of the conditions of soil plug formation corresponds to the approaches based on PLR and IFR characteristics; (c) formation of soil plug at the pile’s tip is followed by decreasing of soil level in the pile’s shaft relatively its initial value (on completing the plug formation the soil level in the shaft become stable); (d) regarding above mentioned, we may note that in case of use of internal diaphragm on the recommended depth (5-7 pile’s diameters) there may be no contact between diaphragm and the soil inside the pile and the diaphragm does not come up with the soil. So, for the next series of our experiments, it should be foreseen assured contact of the diaphragm’s surface with soil underneath.
As proved by previous studies, one of the interesting features of the behavior of long tubular piles is the formation of a soil plug at the lower end of the pile. From this point of view, it is important to study the effect of soil plug not only on the bearing capacity at the lower end of the pile, but also on the behavior of the soil inside the pile. It is shown that in fine-sandy soils a plug is formed at a relatively early stage of pile immersion (in this case - at a depth of immersion of about 4-5 pile diameters). The process of forming a soil plug at the lower end of the tubular pile during its immersion is accompanied by a decrease in soil surface level in the pile trunk relative to its initial value (upon completion of plug formation the soil surface level in the pile trunk stabilizes).
10
Doubrovsky, M. P., and V. O. Dubravina. "MODEL TESTING OF THE "PILE-SOIL" INTERACTION UNDER AXIAL FORCE." Bulletin of Odessa State Academy of Civil Engineering and Architecture, no. 83 (June 4, 2021): 102–11. http://dx.doi.org/10.31650/2415-377x-2021-83-102-111.
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Modern marine structures (berths, breakwaters, offshore platforms, etc.) often include steel tubular piles of essential length (80-100 m and more) that should provide high bearing capacity in case of external axial loads application. Interaction between elements of the system “piled structure – soil media” is not studied sufficiently yet. It relates also to the bearing capacity of the long steel tubular piles of large diameter. One of the interesting peculiarities of long tubular piles behavior is the formation of soil plug at the piles tip. There are a lot of suggestion and methods aimed to increase piles bearing capacity under static pressing load. One of them relates to use of the additional structural element, i.e., the internal diaphragm welded to the internal surface of the pile shaft. Such approach has been applied in some practical cases of marine construction and demonstrated its effectiveness. At the moment there are no researches focused on study of the peculiarities of internal diaphragm application. So proposed research aimed to study two connected processes during steel tubular pile driving: soil plug formation at the tip of the open-end pile and soil behavior under the internal diaphragm fixed inside the tubular pile shaft. To study mentioned processes we provided several series of laboratory experiments fulfilled at the Geotechnical laboratory of the Department “Sea, River Ports and Waterways” in Odessa National Maritime University. In these experiments the model of steel tubular pile has been driven (pressed) into fine sand by mechanical jack. The first series was devoted to determination of the conditions related to the soil plug formation at the pile tip. The next series were aimed to study the influence of the flat rigid diaphragm inside the pile shaft. Obtained experimental results allow to conclude that (a) in the fine sand the plug is formatted at the comparatively early stage of pile installation (in case of our modeling – at the penetration depth of some 4-5 pile diameter); (b) our empirical assessment of the conditions of soil plug formation corresponds to the approaches based on PLR and IFR characteristics; (c) formation of soil plug at the pile tip is followed by decreasing of soil level in the pile shaft relatively its initial value (on completing the plug formation the soil level in the shaft become stable); (d) regarding above mentioned, we may note that in case of use of internal diaphragm on the recommended depth (5-7 pile diameters) there may be no contact between diaphragm and the soil inside the pile (e) application of the diaphragm may lead to increasing of the pile’s bearing capacity. It was proposed (and checked by our tests) the technological improvement based on sand filling into space under the internal diaphragm to provide constant diaphragm-soil contact and related soil resistance.
11
Wang, Kui, and Ming-jie Zhao. "Mathematical Model of Homogeneous Corrosion of Steel Pipe Pile Foundation for Offshore Wind Turbines and Corrosive Action." Advances in Materials Science and Engineering 2016 (2016): 1–8. http://dx.doi.org/10.1155/2016/9014317.
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In this paper, the nonlinear corrosion model under the combined action of the anticorrosion system and corrosive environment is chosen as the mathematical model of homogeneous corrosion of steel pipe pile foundation for the offshore wind turbine. Based on the mathematical model, a three-dimensional finite element model was established for the steel pipe pile foundation of the offshore wind turbine. And the homogeneous corrosion action of the steel pipe piles was calculated, and the reduction rules of the strength and stability of the steel pipe piles for wind turbines under different corrosion patterns are analyzed. According to the calculation results, the mathematical model can be used in the analysis of corrosion for steel pipe pile in the wind turbine. Under the normal operation conditions, the reduction rules of the strength and stability of the steel pipe piles contain three stages: no influence stage, negative exponential decrease stage, and stable stage. But under the extreme load conditions, the effect of corrosion is enormous for the strength and stability of the steel pipe pile.
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Riyanto, Raditya Danu, Nur Syahroni, and Yeyes Mulyadi. "Strength Analysis and Repair Strategy of Aged Steel Jetty Pile." Kapal: Jurnal Ilmu Pengetahuan dan Teknologi Kelautan 18, no. 1 (January 9, 2021): 28–40. http://dx.doi.org/10.14710/kapal.v18i1.34899.
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Indonesia has 95.161 km coastal lines with a total of 17.504 islands. With this nature, Indonesia has 1.226 ports, with a total accumulated length of up to 92 km. However, not all these ports are in proper condition. For ports that have steel jetty piles, corrosion is one of the problems. This paper provides technical experience and methodology for analyzing the pier's corrosion conditions and evaluating existing corrosion's effect on its strength. The survey methodology and required data, including a survey of cathodic protection, visual conditions, and pile thickness, are discussed in this paper. The static strength analysis of the existing state structure was carried out. This article provides repair strategies, including repair methods and a study of the number of piles repaired. This methodology results in the recommendations for pile repair strategies and guidance on effective analytical methods in determining the number of repaired piles for aged steel jetty pile repair.
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Hama Salih, Soran Jabbar, Nihad Bahaaldeen Salih, Dhiaadin Bahaaldeen Noory, and Zozk Kawa Abdalqadir. "Load-settlement Behavior of Steel Piles in Different Sandy Soil Configurations." Journal of Engineering 26, no. 10 (October 1, 2020): 109–22. http://dx.doi.org/10.31026/j.eng.2020.10.08.
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In the case where a shallow foundation does not satisfy with design requirements alone, the addition of a pile may be suitable to improve the performance of the foundation design. The lack of in-situ data and the complexity of the issues caused by lagging in the research area of pile foundations are notable. In this study, different types of piles were used under the same geometric conditions to determine the load-settlement relationships with various sandy soil relative densities. The ultimate pile capacity for each selected pile is obtained from a modified California Bearing Ratio (CBR) machine to be suitable for axial pile loading. Based on the results, the values of Qu for close-ended square pile were increased by 15.2, 19.3, and 9.1 % for different pile lengths of 100, 150, and 200 mm in comparison with the H-pile. At the same time, the open-ended square pile had a lower capacity in comparison with closed-ended square pile tested in medium sand. Also, in the dense sand, the values of Qu for close-ended square pile were increased by 49.7, 47.8, and 69.6% for the same pile length in comparison with the H-pile. Notably, sand's density has a significant effect on the ultimate load capacity for different types of piles.
14
Ko, Kil-Wan, Heon-Joon Park, Jeong-Gon Ha, Seokwoo Jin, Young-Hun Song, Myung-Jun Song, and Dong-Soo Kim. "Evaluation of dynamic bending moment of disconnected piled raft via centrifuge tests." Canadian Geotechnical Journal 56, no. 12 (December 2019): 1917–28. http://dx.doi.org/10.1139/cgj-2018-0248.
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When connected piles are used as settlement reducers, the proportion of vertical load carried by the pile may come close to the allowable load of the pile. To reduce not only the vertical load, but also the lateral load and bending moment to which the pile is subjected, the disconnected piled raft (DPR) has been introduced as an effective design for the role of the settlement reducers. Although several DPRs have been constructed, most of the research efforts on DPRs are limited to the structural behavior such as the evaluation of the seismic acceleration of the structure on the DPR; thus, there is a need to evaluate the dynamic performance of DPRs focusing on geotechnical problems. In this study, the seismic behavior of DPRs is investigated using dynamic centrifuge tests and compared with the results obtained from connected piled rafts (CPRs). The bending moment of piles of different materials, namely aluminum and steel, is evaluated. Results show that there is a reduction in the amplitude of acceleration of the foundation horizontal motion for the DPR compared to the CPR. The edge pile of a DPR attracts the smaller dynamic bending moment of the pile compared to that of a CPR. The dynamic bending moment of piles is predominantly governed by the soil behavior rather than the pile material. Finally, the seismic behavior of DPR was evaluated comprehensively through centrifuge tests.
15
Huang, Fuyun, Yulin Shan, Ahad Javanmardi, Xiaoye Luo, and Baochun Chen. "Seismic Performance of Various Piles Considering Soil–Pile Interaction under Lateral Cycle Loads for Integral Abutment Jointless Bridges (IAJBs)." Applied Sciences 10, no. 10 (May 14, 2020): 3406. http://dx.doi.org/10.3390/app10103406.
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The flexural pile foundation is used in integral abutment jointless bridges (IAJBs) in practical engineering to effectively dissipate the horizontal reciprocating deformation induced by the ambient temperature or earthquake loadings. Various types of flexural piles including the H-shaped steel pile (HP), prestressed concrete pile (PC), prestressed high-strength concrete pile (PHC) as well as the reinforcement concrete pile (RC) have been implemented in IAJBs. However, there is a lack of comprehensive studies on the flexural deformation and seismic performances of these piles. In order to investigate and compare their mechanical behaviors and seismic performances, a low-cycle pseudo-static test on several different types of piles was carried out. The test results indicated that the plastic hinge location of piles moved to a deeper pile depth with the increase of reinforcement ratio, buried pile depth and prestressing level, which led to better pile–soil interaction. The crack resistance of a concrete pile was improved as the reinforcement ratio and prestressing level increased. Moreover, the rectangular pile had a better soil–pile interaction and energy dissipation capacity than the circular pile. The inflection point of the pile deformation shifted deeper as reinforcement ratio, buried pile depth and prestressing level increased, which improved the effective length and horizontal deformation capacity of piles. The H-shaped steel pile showed a better elastic-plastic deformation capacity, ductility and energy dissipation capacity as compared to the concrete pile. Moreover, the pile having a higher bearing ratio sustained larger lateral loads whereas the surrounding soil was subjected to higher loads. Finally, new seismic design criteria of three-stage seismic fortification and five damage level for the concrete piles of IAJBs were proposed.
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Fellenius, Bengt H. "Results from long-term measurement in piles of drag load and downdrag." Canadian Geotechnical Journal 43, no. 4 (April 1, 2006): 409–30. http://dx.doi.org/10.1139/t06-009.
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Several full-scale, long-term tests on instrumented piles performed since the 1960s and through the 1990s are presented. The results of the tests show that a large drag load will develop in piles installed in soft and loose soils. The test cases are from Norway, Sweden, Japan, Canada, Australia, United States, and Singapore and involve driven steel piles and precast concrete piles. The test results show that the transfer of load from the soil to the pile through negative skin friction, and from the pile back to the soil through positive shaft resistance, is governed by effective stress and that already a very small movement will result in mobilization of ultimate values of shaft shear. The pile toe resistance, on the other hand, is determined by downdrag of the pile and the resulting pile toe penetration. Reconsolidation after the pile installation with associated dissipation of pore pressures will result in significant drag load. An equilibrium of force in the pile will develop, where the sustained loads on the pile head and the drag load are equal to the positive shaft resistance plus the pile toe resistance. The location of the force equilibrium, the neutral plane, is also where the pile and the soil move equally. The drag load is of importance mostly for very long piles (longer than 100 pile diameters) for which the pile structural strength could be exceeded. Downdrag, i.e., settlement of the piled foundation, is a very important issue, however, particularly for low-capacity short piles. Soil settlement at the neutral plane will result in a downdrag of the pile. The magnitude of the downdrag will determine the magnitude of the pile toe penetration into the soil, which will determine the pile toe resistance and affect the location of the neutral plane. Nature's iteration of force and soil settlement will decide the final location of the neutral plane.Key words: piles, negative skin friction, drag load, downdrag, neutral plane, pile settlement.
17
Song, Yu Peng, Yong Fu Sun, Cheng Lin Cao, and Shu Ling Li. "Study on Pile-Soil Interaction during Pile Sinking and Drivability of Pile in Offshore Platform." Applied Mechanics and Materials 164 (April 2012): 137–41. http://dx.doi.org/10.4028/www.scientific.net/amm.164.137.
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The main mode of pile-soil interaction and the influence factors of pile sinking in offshore platform construction were analyzed and discusses the reasons that penetration resistance increases after stop driving and then continue. To study the drivability of piles of specified driving hammer, taking a jacket platform of Bohai Sea for instance, the results showed that continuous driving will make the open-end steel piles be driven to the designed depth, and driven-on will cause soil plug and pile driving refusal. Based on the results, the paper gives some suggestions about pile driving.
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Jang, Gab Chul, Kyong Ho Chang, and Chin Hyung Lee. "Influence of the Welded Joint on the Mechanical Behavior of Steel Piles during Static and Dynamic Deformation." Key Engineering Materials 345-346 (August 2007): 1469–72. http://dx.doi.org/10.4028/www.scientific.net/kem.345-346.1469.
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During manufacturing the welded joint of steel structures, residual stress is produced and weld metal is used inevitably. And residual stress and weld metal influence on the static and dynamic mechanical behavior of steel structures. Therefore, to predict the mechanical behavior of steel pile with a welded joint during static and dynamic deformation, the research on the influence of the welded joints on the static and dynamic behavior of steel pile is clarified. In this paper, the residual stress distribution in a welded joint of steel piles was investigated by using three-dimensional welding analysis. The static and dynamic mechanical behavior of steel piles with a welded joint is investigated by three-dimensional elastic-plastic finite element analysis using a proposed dynamic hysteresis model. Numerical analyses of the steel pile with a welded joint were compared to that without a welded joint with respect to load carrying capacity and residual stress distribution. The influence of the welded joint on the mechanical behavior of steel piles during static and dynamic deformation was clarified by comparing analytical results
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Elkasabgy, Mohamed, and M. Hesham El Naggar. "Dynamic response of vertically loaded helical and driven steel piles." Canadian Geotechnical Journal 50, no. 5 (May 2013): 521–35. http://dx.doi.org/10.1139/cgj-2011-0126.
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The dynamic performance of helical piles is of significant interest because such piles can offer an efficient alternative to conventional piling systems in many applications where the foundation is subjected to dynamic loads. This paper presents the results of full-scale dynamic vertical load tests on a 9.0 m double-helix, large-capacity helical pile and a driven steel pile of the same length and shaft geometry. Comparing the results is considered necessary to evaluate, qualitatively and quantitatively, the dynamic performance characteristics of large-capacity helical piles. The test piles were closed-ended steel shafts with an outer diameter of 324 mm. The piles were subjected to harmonic (quadratic) loading of different force intensities acting within a frequency range that covered the resonant frequencies of the tested pile–soil–cap systems. The dynamic and static properties of the subsurface soil adjacent to the test piles were determined using the seismic cone penetration technique and the conventional soil boring and testing methods. In addition, field observations are compared with calculated responses using the program DYNA 6 to better understand the pile–soil interaction for the case of helical piles. The effects of soil nonlinearity and pile–soil separation were accounted for in the analysis by employing a weak boundary zone around the piles in the analytical model. The experimental results show that the dynamic behaviour of helical piles is essentially the same as that of driven steel piles with the same geometric properties (without the helix plates). In addition, it was demonstrated that the program DYNA 6 can accurately simulate the behaviour of both helical and driven piles.
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Cui, Yu, and Jun Qiang Wu. "The Vertical Bearing Capacity Analysis of Screw Pile in Clay." Advanced Materials Research 788 (September 2013): 575–77. http://dx.doi.org/10.4028/www.scientific.net/amr.788.575.
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Recently,ocean energy, especially wind energy, gains attention from all over the world.In offshore engineering , the design and construction of foundation are key factors. As a new type of piles, screw pile has advantages of compressive capacity and uplift capacity.Therefore, screw pile is a good choice for offshore engineering foundation. In this paper , ABAQUS software analysed vertical bearing capacity of screw pile and steel pile with same diameter in clay .And the analysis result shows : the compressive resistance and uplift resistance of screw pile are 1104KN and 974.3KN, the same capacity of steel pile are only 332.3KN and 189.7KN.
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BANERJEE, SUBHADEEP, SIANG HUAT GOH, and FOOK HOU LEE. "RESPONSE OF SOFT CLAY STRATA AND CLAY-PILE-RAFT SYSTEMS TO SEISMIC SHAKING." Journal of Earthquake and Tsunami 01, no. 03 (September 2007): 233–55. http://dx.doi.org/10.1142/s1793431107000146.
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The behavior of pile foundations under earthquake loading is an important factor affecting the performance of structures. Observations from past earthquakes have shown that piles in firm soils generally perform well, while the performance of piles in soft or liquefied ground can raise some questions. Centrifuge model tests were carried out at the National University of Singapore to investigate the response of pile-soil system under three different earthquake excitations. Some initial tests were done on kaolin clay beds to understand the pure clay behavior under repetitive earthquake shaking. Pile foundations comprising of solid steel, hollow steel and hollow steel pile filled with cement in-fill were then embedded in the kaolin clay beds to study the response of clay-pile system. Superstructural inertial loading on the foundation was modeled by fastening steel weight on top of the model raft. The model test results show that strain softening and stiffness degradation feature strongly in the behaviour of the clay. In uniform clay beds without piles, this is manifested as an increase in resonance periods of the surface response with level of shaking and with successive earthquakes. For the pile systems tested, the effect of the surrounding soft clay was primarily to impose an inertial loading onto the piles, thereby increasing the natural period of the piles over and above that of the pile foundation alone. There is also some evidence that the relative motion between piles and soil leads to aggravated softening of the soil around the pile, thereby lengthening its resonance period of the soil further. The centrifuge model tests were back-analyzed using the finite element code ABAQUS. The analysis shows that the simple non-linear hypoelastic soil model gave reasonably good agreement with the experimental observations. The engineering implication arising from this study so far is that, for the case of relatively short piles in soft clays, the ground surface motions may not be representative of the raft motion. Other than the very small earthquakes, the raft motion has a shorter resonance period than the surrounding soil.
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Xi, Pei Sheng, and Xiao Kai Sun. "Analysis the Influence of Non-Prestressed Reinforcement for Horizontal Bearing Capacity of PHC Pipe Pile." Advanced Materials Research 919-921 (April 2014): 649–53. http://dx.doi.org/10.4028/www.scientific.net/amr.919-921.649.
Full textAbstract:
We analyze the configuration of the non-pretressed reinforcement impact on the level of bearing capacity of PHC piles to effectively solve the poor performance of the general bending of pretressed concrete pile,using ANSYS finite element analysis software,through configurating the pretressed concrete pile with appropriate amount of ordinary non-presressed reinforcement.The results of numerical calculation show that the performance of PHC pile bending has been greatly improved and the deflection and bending when cracking were significantly better than ordinary PHC pile with the confiuration of non-prestressed reinforcement. We also analyze the effect of non-prestressed reinforcement and prestressing steel when the concrete piles cracking,datd shows that prestressing steel reached stress yielding firstly.The results provide a theoretical basis of the application of precast piles in the foudation ditch support project.
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Zhang, Ming-yi, Jia-xiao Ma, Shu-juan Yang, Yong-hong Wang, Xiao-yu Bai, and Shao-xia Sun. "Experimental Study on Bending Moment of Double-Row Steel Pipe Piles in Foundation Excavation." Advances in Civil Engineering 2020 (October 26, 2020): 1–8. http://dx.doi.org/10.1155/2020/8882713.
Full textAbstract:
Double-row steel pipe piles have been widely used in retaining and protection of foundation excavation because of the advantages of high bearing capacity, high flexural rigidity, fast construction speed, and so on. This study presents a field test to assess the feasibility of strain gauges in monitoring the strain of double-row steel pipe piles during foundation excavation. Two steel pipe piles were instrumented with strain gauges and then installed into the drilling holes. The installation method of strain gauges is introduced first. Then, the bending moment of the test piles during the foundation excavation was analyzed. The field test results indicate that the survival rate of strain gauges was 100%, and the monitoring method used in the test was feasible to measure the bending moment of double-row steel pipe piles. Moreover, with the increase in foundation excavation depth, the bending moment of the test piles all increased, and the bending moment of the inner pile was obviously higher than that of the outer pile. The bending moment distribution of the whole support system accords with the conventional pile-anchor mode. The test results can provide reference and basis for the design and construction of double-row steel pipe piles.
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M S, Padmanaban, and J. Sreerambabu. "Issues on Design of Piled Raft Foundation." JOURNAL OF ADVANCES IN CHEMISTRY 14, no. 1 (January 18, 2018): 6057–61. http://dx.doi.org/10.24297/jac.v14i1.5905.
Full textAbstract:
A piled raft foundation consists of a thick concrete slab reinforced with steel which covers the entire contact area of the structure, in which the raft is supported by a group of piles or a number of individual piles. Bending moment on raft, differential and average settlement, pile and raft geometries are the influencing parameters of the piled raft foundation system. In this paper, a detailed review has been carried out on the issues on the raft foundation design. Also, the existing design procedure was explained.
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Han, Jae-Hyun, Dong-Jun Yeom, Jun-Sang Kim, and Young Suk Kim. "Life Cycle Cost Analysis of the Steel Pipe Pile Head Cutting Robot." Sustainability 12, no. 10 (May 12, 2020): 3975. http://dx.doi.org/10.3390/su12103975.
Full textAbstract:
Steel pipe pile head cutting work is performed to adjust the horizontal levels of piles, and it is essential for the stable transfer of an upper structure load to the ground. However, the field survey results show that steel pipe pile head cutting process is highly dangerous as laborers especially deal with gas and plasma cutting machines. Moreover, the laborers are exposed to continuous risks because the piles are frequently felled, lifted, moved, and loaded using construction equipment, such as excavators, immediately after the piles are cut. Recently, the authors of this study developed a prototype of a steel pipe pile head cutting robot and verified its performance through laboratory experiments to improve work safety, productivity, and the quality of steel pipe pile head cutting work. The purpose of this study is to secure the economic feasibility of robot development and verify the sustainable utilization of a developed robot by analyzing the comprehensive performance and economic efficiency throughout the life cycle of a steel pipe pile head cutting robot developed in South Korea. In this study, sensitivity analysis was also performed on the variables expected to have a significant influence or variables that must be considered for the future commercialization of the developed robot. When the developed robot is applied to construction sites in the future, its ripple effects will be significant because it will be possible to prevent labor safety accidents, improve work productivity, secure uniform quality, and reduce input costs.
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Gavin, Kenneth, and Barry Lehane. "Base load – displacement response of piles in sand." Canadian Geotechnical Journal 44, no. 9 (September 2007): 1053–63. http://dx.doi.org/10.1139/t07-048.
Full textAbstract:
The paper presents the results of a series of laboratory and field model pile tests performed to study the factors controlling the base pressure – settlement reponse of piles in sand. One series of tests involved the installation and load testing of steel open- and closed-ended piles in loose sand contained in a large pile testing chamber. A second series involved tests on open- and closed-ended steel piles and a concrete bored pile at a dense sand test bed site. The experiments were designed to investigate the effects of pile type, sand consistency, and installation resistance on a pile’s base response during static loading. The tests revealed that both the base capacity and stiffness of piles in sand are controlled by the degree of prestress imposed on the soil below the pile tip. Simple expressions, which require the small strain stiffness and cone penetration test data as the input parameters, are developed to predict the base pressure – settlement response. The final part of the paper employs other field tests on full-scale displacement piles and bored piles to verify the validity of the proposed approach.
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El Sharnouby, M. M., and M. H. El Naggar. "Field investigation of lateral monotonic and cyclic performance of reinforced helical pulldown micropiles." Canadian Geotechnical Journal 55, no. 10 (October 2018): 1405–20. http://dx.doi.org/10.1139/cgj-2017-0330.
Full textAbstract:
Different forms of grouted helical piles are increasingly used to support new and existing foundations. In particular, different methods are used to enhance the lateral and cyclic performance of helical piles for applications in seismic regions. This paper presents a field study on the lateral monotonic and cyclic behaviour of steel fibre–reinforced helical pulldown micropiles (RHPM) and fibre-reinforced polymer – steel fibre–reinforced helical pulldown micropiles (FRP–RHPM). The study shows that the grout shaft and (or) the fibre-reinforced polymer (FRP) sleeve significantly improve the helical pile lateral performance. In addition, the piles showed a significant ductility (no observed failure up to 75 mm displacement or 50% of pile diameter). Two-way cyclic loading resulted in overall degradation in pile response relative to its static performance. Degradation is found to stem from the formation of gaps between the pile and soil, rather than soil stiffness degradation. Formation of gaps leads to the piles having a “preferential direction” with one side providing higher resistance (i.e., stiffness) than the other side. Design charts of various pile configurations are presented.
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Zhang, Yuan, and Ting Guo Chen. "Dynamic Response Analysis of Jacket Wharf Structure under Wave." Applied Mechanics and Materials 226-228 (November 2012): 1353–58. http://dx.doi.org/10.4028/www.scientific.net/amm.226-228.1353.
Full textAbstract:
With the large ship transportation for bulk cargo marine development, construction of modern offshore deep water wharf is becoming more and more important. Based on the view of domestic offshore deep water wharf, the jacket structure was proposed as deep water light wharf. In consideration of the structure dynamic responses and the pile foundation pull-out resistance, three types of pile foundation were adopted, which are the hollow steel piles, the reinforced concrete pile and the hollow steel piles poured with granular materials. By finite element method the vibration characteristic and transient dynamic response to wave load were calculated. The results show that the jacket structure’s dynamic response to wave is not obvious. Also the structure with reinforced concrete pile can reduce the structure vibration displacement.
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Naesgaard, Ernest. "Lateral load tests to examine large-strain (seismic) behaviour of piles." Canadian Geotechnical Journal 29, no. 2 (April 1, 1992): 245–52. http://dx.doi.org/10.1139/t92-028.
Full textAbstract:
Three different 406 mm diameter piles were tested with lateral, vertical, and moment loadings. The purpose of the full-scale field tests was to assess the ability of the piles to withstand large lateral deformations that may be caused by earthquake-induced soil liquefaction. Two concrete shaft piles were tested to failure with lateral displacements at the pile top of up to 300 and 650 mm and pile curvatures of up to 0.16 and 0.35 rad/m, respectively. The third pile, a concrete-filled steel pipe shaft pile, reached a maximum lateral displacement at the pile top of 550 mm and a curvature of 0.08 rad/m without failure or significant distress. It is concluded that stronger piles that push through the soil may tolerate larger lateral displacements than weaker piles and that reducing the spiral reinforcing pitch from 150to 100 mm on concrete piles greatly increases the pile ductility. Key words : lateral load test, piles, reinforced concrete, concrete-filled pipe, seismic, liquefaction, pile curvature.
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R. Mahmood, Mahmood, Asad H. Humaish, and Mustafa K. Khalaf. "Design and Manufacturing Loading Rig Machine for Testing Screw Pile Models." International Journal of Engineering & Technology 7, no. 4.20 (November 28, 2018): 420. http://dx.doi.org/10.14419/ijet.v7i4.20.26236.
Full textAbstract:
The main objective of this paper is to design, manufacturing and testing of new loading rig machine to install and testing (i.e. compression and tension load capacity) of screw pile models in both cohesive and cohesionless soil layers. The mainframe was fabricated from thick steel sections, 8mm steel plates that welded together to construct a heavy and strong frame, that able to resist the expected loads during installation (linear and rotational movement at the same time) and testing of the screw pile models (model of loading test). Two independent gearbox motors (actuators) are used to supply the rotational and vertical movement. To provide precise control of velocity, the master gearbox motor, that can convert the rotary motion to a linear motion for vertical displacement along two screw bars via two ball screw systems, and four stainless guided rods to prevent rotation or inclination the bearing plate (rig) which manufactured from high stiffness stainless-steel was used. The second gearbox motor (‘slave’) mounted on the bottom loading plate that rotates the multi-plate screw pile. It was observed that the measured compression and tension load capacity of screw pile models illustrated the actual behavior of such kind of piles and this machine can be used in both conventional piles (i.e. pipe piles) and screw pile model.
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Wong, I. H., and T. S. Chua. "Ground movements due to pile driving in an excavation in soft soil." Canadian Geotechnical Journal 36, no. 1 (August 8, 1999): 152–60. http://dx.doi.org/10.1139/t98-071.
Full textAbstract:
An excavation in soft clay for the construction of a deep basement frequently is accompanied by large ground movements that may damage piles preinstalled at the base of the excavation. In a recent project involving the construction of a 10 m wide, 3.7 m deep drain, the construction method adopted entailed excavating the site soils and then driving precast concrete piles. The excavation was supported by steel sheet piles braced by one level of struts. Large settlements and horizontal movements of the ground were observed during pile driving. These movements exceeded those occurring during the excavation phase. Concrete aprons outside a one-story building adjacent to the excavation were badly damaged during excavation and pile driving. However, the building supported on steel piles was undamaged.Key words: deep excavation, sheet piles, pile driving, ground movement, basement construction.
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Shan, Sheng Feng, Yong Du, and Shao Liang Huang. "Research on Bearing Capacity of Explosive Expansion Steel Piles." Advanced Materials Research 1065-1069 (December 2014): 1305–8. http://dx.doi.org/10.4028/www.scientific.net/amr.1065-1069.1305.
Full textAbstract:
As an improvement form of deep foundation, belled steel’s engineering research and application has matured. On the basis of belled steel pile, a new form of steel piles, explosive expansion steel piles, is proposed. Based on ABAQUS, the two-dimensional axisymmetric finite element contact model of pile and soil is set up. The parameters include: the diameter of the expanding section and highness of the expanding section have been analyzed through the Q-S curve. The results show that: the vertical bearing capacity increases significantly with the increase of the diameter of the expanding section, but decreases with the increase of the highness of the expanding section
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Zhou, Yijun, Kuiming Liu, and Fengnian Wang. "Research on the Mechanical Properties of New Double-Row Pile Supporting Structure Based on an In Situ Study." Shock and Vibration 2021 (May 31, 2021): 1–15. http://dx.doi.org/10.1155/2021/5177777.
Full textAbstract:
According to the force characteristics of the double-row pile supporting structure, two new types of double-row piles are developed: the prestressed strong-constrained double-row piles and the recycling assembled double-row piles. A comparative field test was conducted on the support effects of the two new double-row piles and conventional double-row piles. The test site is located in a deep foundation pit of the Beijing Daxing International Airport Project. The feasibility and reliability of the two new support structures are verified. Field monitoring included section strain and bending moment of the pile body, horizontal displacement of the pile body, and vertical and horizontal displacement of the pile top. The research shows that because of the prestressed anchorage cables in the rear row piles, the prestressed strong-constrained support structure can provide better tensile performance from the rear piles, and the deformation and displacement are minimal. The recycling assembled double-row piles have similar deformation and displacement to the conventional piles. Through the connection of the steel members, the construction time can be effectively shortened. After the backfill of the foundation pit, the steel members can be recycled and the cost can be reduced.
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El Sharnouby, M. M., and M. H. El Naggar. "Field investigation of axial monotonic and cyclic performance of reinforced helical pulldown micropiles." Canadian Geotechnical Journal 49, no. 5 (May 2012): 560–73. http://dx.doi.org/10.1139/t2012-017.
Full textAbstract:
Helical piles are used increasingly to support new and existing foundations. This paper presents a field study on the axial monotonic and cyclic behaviour of steel fibre–reinforced helical pulldown micropiles. Test piles consisted of a round corner square helical pile with three helices attached to it, and a steel fibre–reinforced grout shaft. To assess the grout shaft contribution, one helical pile without a grout shaft was tested. Piles were instrumented with strain gauges to evaluate the load-transfer mechanism. This paper discusses the load–displacement response of this pile system, and load-sharing mechanism between the grout shaft and lead section. The study shows that the grout shaft significantly improves the helical pile axial performance. It was found that the load-transfer mechanism within the lead section is through individual bearing of each helix. Also, the findings demonstrate that the behaviour of this pile system is satisfactory under one-way cyclic loading conditions. The results suggest that the reinforced helical pulldown micropile is a viable deep foundation option for axial monotonic and one-way cyclic loading applications.
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Chi, Wang, Yong Fu Xu, and Ping Dong. "Bearing Capacity of Concrete-Cored DCM Pile Composite Ground." Advanced Materials Research 712-715 (June 2013): 951–54. http://dx.doi.org/10.4028/www.scientific.net/amr.712-715.951.
Full textAbstract:
The concrete-cored DCM pile is an kind of composite pile by inserting the inner concrete pile into the DCM column socket. In two test sites, plate load test is used to measure bearing capacity of concrete-cored DCM pile composite ground. Vertical stress of surrounding soil and DCM column socket are measured by pressure cells. The axial force of precast core pile can be obtained by steel stressmeters which welded on the reinforcing steel along depth. The field tests results show that, the bearing capacity of concrete-cored DCM pile composite ground is much larger than that of original soil. The development degree of concrete-cored DCM pile bearing capacity in composite foundation increases steadily during the loading process. Both concrete-cored DCM piles and surrounding soils play an important effect on the bearing capacity of composite foundation.
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Dong, Honghan, Yujue Zhou, and Ning Zhuang. "Study on Corrosion Characteristics of Concrete-Filled CFRP-Steel Tube Piles under Hygrothermal Environment." Advances in Materials Science and Engineering 2020 (February 25, 2020): 1–11. http://dx.doi.org/10.1155/2020/4849038.
Full textAbstract:
The corrosion damage of pile foundations caused by a hygrothermal environment is a significant factor that influences the service life of high-pile wharf structures. The concrete-filled CFRP-steel tube (CFRP-CFST) pile is a composite structure composed of external Carbon Fiber-Reinforced Polymer (CFRP) sheets and inner concrete-filled steel tubes. It has a high-bearing capacity and excellent corrosion resistance and is an ideal structure for pile foundations in aggressive environments. In this paper, twelve CFRP-CFST pile specimens with diameters of 114 mm and heights of 1200 mm and another forty-two CFRP-steel plate specimens with CFRP widths of 30–50 mm were built. A high hot and humid environment simulation system was designed to conduct corrosion experiments with these specimens. At different theoretical corrosion degrees, the half-cell potential, corrosion products, corrosion expansion, and adhesive property were investigated. The test results showed an obvious increase in the mechanical properties and corrosion resistance when the concrete-filled steel tube was externally bonded to CFRP sheets. The experimental results show that the CFRP-CFST pile is an effective way to protect piles from corrosion and can be widely used for high-pile wharfs in aggressive environments.
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Barrett, John W., and Luke J. Prendergast. "Empirical Shaft Resistance of Driven Piles Penetrating Weak Rock." Rock Mechanics and Rock Engineering 53, no. 12 (August 20, 2020): 5531–43. http://dx.doi.org/10.1007/s00603-020-02228-7.
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AbstractIn this paper, an empirical relationship between the Unconfined Compressive Strength (UCS) of intact rock and the unit shaft resistance of piles penetrating rock is investigated. A growing number of civil engineering projects are utilizing steel piles driven into rock where a significant portion of the pile capacity is derived from the shaft resistance. Despite the growing number of projects utilizing the technology, little to no guidance is offered in the literature as to how the shaft resistance is to be calculated for such piles. A database has been created for driven piles that penetrate bedrock. The database consists of 42 pile load tests of which a majority are steel H-piles. The friction fatigue model is applied to seven of the pile load tests for which sufficient UCS data exists in order to develop an empirical relation. The focus of this paper is on case histories that include driven pipe piles with at least 2 m penetration into rock.
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Trung, Le Thiet, Duong Diep Thuy, and Pham Viet Anh. "Experimental testing of a full-scale of group efficiency in multiple soil layers." Journal of Science and Technology in Civil Engineering (STCE) - NUCE 13, no. 3 (August 31, 2019): 135–42. http://dx.doi.org/10.31814/stce.nuce2019-13(3)-13.
Full textAbstract:
Results of in-situ tests showed that the performance of single isolated piles and individual piles within a group is largely different. When piles are arranged in a group, the interaction between piles and the foundation depends on the pile arrangement and the pile group effect. To date, studies on the pile group effect in Vietnam have been limited to reduced-scale laboratory testing or static load testing where piles are installed into homogeneous sandy or clayey foundation. This paper presents in situ tests which were performed on both single piles and pile groups, loaded to failure, with the aim of studying the pile group effect of piles embedded in multi-layered foundation. Strain gauges were installed along the shaft of 10 m long steel pipe piles, with a diameter of 143 mm. The influence of loose sand layers on the group effect in case of friction piles was evaluated. The experimental results indicated that the influence of sand layers was evident, and the group factor was calculated to be 1.237.
Keywords:
group efficiency; pile groups; axial capacity; load transfer.
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Yang, Shujuan, Mingyi Zhang, Xiaoyu Bai, Xueying Liu, and Chen Zheng. "Experiment Investigation on Stress Characteristics of Grouting Microsteel Pipe Piles with Cement-Soil Wall." Advances in Materials Science and Engineering 2020 (January 8, 2020): 1–10. http://dx.doi.org/10.1155/2020/9704589.
Full textAbstract:
Microsteel pipe piles are widely used in excavation support owing to their excellent bearing capacity, flexural rigidity, construction speed, and adaptability. In this study based on a project in soil-rock layers in Qingdao, China, a new type of support combining microsteel pipe piles mounted in cement-soil piles and anchors was adopted and studied. The inner force change laws and bearing capacity of microsteel pipe piles were discussed through in situ stress measurement and laboratory antibending tests on three microsteel pipe piles. It was found that the bending moment of the piles gradually increased with the foundation excavation and maximized at the pile head. The bending moment was larger at the upper and smaller at the lower part along the depth direction, indicating it is reasonable to design and calculate microsteel pipe piles by the pile-anchor system. The variation law of the foundation pit displacement with the excavation depth was monitored. The horizontal displacement of the foundation pit is the maximum at the base top, which is 6.5 mm. The flexural strength of the miniature steel tube pile after grouting is 40% higher than that of the miniature steel tube pile without grouting. It was indicated that the grouting microsteel pipe piles could be implanted in cement-soil piles, which improved the flexural rigidity of cement-soil piles and limited the deformation of foundation pits. This study provides reference for the design and construction of soil-rock foundation pit supporting projects. At the same time, it provides reference for the application of miniature steel pipe piles in other fields.
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Sakr, Mohammed, M. Hesham El Naggar, and Moncef Nehdi. "Novel toe driving for thin-walled piles and performance of fiberglass-reinforced polymer (FRP) pile segments." Canadian Geotechnical Journal 41, no. 2 (April 1, 2004): 313–25. http://dx.doi.org/10.1139/t03-089.
Full textAbstract:
Despite the rapidly growing use of pile foundations, it is presently difficult to assure the integrity and uniformity of the cross-sectional area of cast-in-place piles when using normal concrete. Cavities and soil encroachments leading to soil pockets can jeopardize their load-bearing capacity. Moreover, corrosion in reinforced concrete and steel shell piles has been very costly, exceeding US$2 billion in annual repair costs in the United States alone. To address these two challenges, extensive research has been underway at the University of Western Ontario to develop novel technology for the construction of piles. Self-consolidating concrete (SCC), a material that flows under gravity and assures the integrity of piles, is cast into fiberglass-reinforced polymer (FRP) tubes that provide corrosion-resistant reinforcement. A toe driving technique was developed to install the empty FRP shells into the soil, and SCC is subsequently cast into the shells. Driving tests using this new technique were carried out on large-scale model FRP and steel pipe piles installed in dense dry sand enclosed in a pressure chamber. FRPSCC and steel closed-end piles were also driven using conventional piling at the pile head. Static load tests were conducted on the various pile specimens under different vertical and horizontal confining pressures. The pile specimens were instrumented to investigate their dynamic behaviour under driving and their response to static compressive, uplift, and lateral loading. It is shown that the toe driving technique is very suitable for installing FRP piles in dense soils. Results from the driving tests and static load test indicate that FRPSCC hybrid piles are a very competitive and attractive option for the deep foundations industry.Key words: FRP, self-consolidating concrete, piles, pile drivability, toe driving, axial load, uplift load, lateral load, large-scale modeling, shaft resistance, dense sand.
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El Naggar, M. Hesham, and Jin Qi Wei. "Response of tapered piles subjected to lateral loading." Canadian Geotechnical Journal 36, no. 1 (August 8, 1999): 52–71. http://dx.doi.org/10.1139/t98-094.
Full textAbstract:
Eighteen lateral loading tests were conducted on large-scale steel piles to establish the lateral behaviour of tapered piles in cohesionless soil. Three piles 1.52 m in length with different taper angles but the same average embedded diameter of 168 mm were installed in sand enclosed in a steel chamber 1.5 m in diameter and 1.445 m in depth. The soil chamber was lined with an air bladder so that sand inside the chamber could be pressurized to vary the confining pressure. The piles were instrumented with electrical resistance strain gauges and the horizontal pile movements at grade and the loading point were measured with displacement transducers. The bending-moment functions along the pile were calculated from the strain measurements by curve fitting the measured strain data. The soil resistance (p) and pile displacement (y) relationships were developed in the form of p-y curves by differentiating and integrating these bending-moment functions. It was found that tapered piles carried up to 77% more lateral loads than straight-sided-wall piles with the same average diameter. The maximum bending moment occurred in all piles at almost the same depth of one third of the embedded length of the pile. Hence, the cross section of tapered piles at the location of maximum bending moment was larger than that of straight-sided-wall piles, resulting in lower stresses in the pile. It was concluded that the tapered piles represent a more efficient distribution of the pile material and display better performance under lateral loading conditions.Key words: tapered piles, lateral response, p-y curves, modulus of subgrade reaction.
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Manandhar, Suman, Noriyuki Yasufuku, Kiyoshi Omine, and Taizo Kobayashi. "Response of tapered piles in cohesionless soil based on model tests." Journal of Nepal Geological Society 40 (December 1, 2010): 85–92. http://dx.doi.org/10.3126/jngs.v40i0.23613.
Full textAbstract:
This paper describes model tests of different types of tapered piles in cohesionless soils. Chromium plated three steel piles, one straight and two taper-shaped piles of same length and pile tip diameters have been executed for pile loading test in a downward frictional mode. Two different types of model grounds have been prepared for the test. Relative densities of 80 % and 60 % have been modeled to penetrate piles in two different types of sands to observe the effectiveness of skin frictions of different types of piles. The response of tapered piles has shown that the skin friction has increased with increasing the tapering angle at normalized settlement ratio of 0.4. High density ground yields higher skin friction when the maximum tapered pile was penetrated. Slightly increased tapering angle of the pile affects remarkably on the skin friction with compared to conventional straight cylindrical pile even at small 0.1 settlement ratios.
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Delalibera, Rodrigo Gustavo, and Vítor Freitas Gonçalvez. "ANÁLISE NUMÉRICA DE BLOCO SOBRE DUAS ESTACAS METÁLICAS." REEC - Revista Eletrônica de Engenharia Civil 16, no. 1 (August 6, 2020): 91–104. http://dx.doi.org/10.5216/reec.v16i1.54220.
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RESUMO: Perfis metálicos são utilizadas em diversas aplicações na construção civil. No entanto, ainda existem dúvidas quanto ao comportamento estrutural de blocos de coroamento quando se utiliza estacas metálicas. No presente trabalho foram desenvolvidos modelos numéricos, por meio do método dos elementos finitos, de um bloco sobre duas estacas metálicas, com o intuito de identificar tendências com relação ao comportamento estrutural bloco. Os resultados numéricos apresentaram correlações satisfatórias com os resultados experimentais, com os quais foram feitas análises comparativas. Concluiu-se que o modelo de bielas e tirantes utilizado no dimensionamento do bloco sobre estacas analisado não apresentou resultado esperado para o comportamento estrutural de blocos sobre estacas metálicas e, portanto, mais estudos devem ser realizados para se obter um modelo analítico satisfatório.
ABSTRACT: Steel piles are used on various fields on civil construction. However, there are still some uncertainties about the structural behavior of pile caps supported on steel piles. On this study the finite element method was used to develop numerical models of a two-pile cap on steel pile, with the aim of identifying tendencies on the structural behavior of the element. The numerical results showed good match with the experimental results of Tomaz (2018), which were used for analysis. It was concluded that the strut and tie model proposed by Blévot & Frémy (1967), usually used on the design of pile caps, doesn’t depict the actual structural behavior of pile caps on steel piles and, therefore, further studies must be made in order to develop a better physical model.
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Zhang, Ming Yuan, Li Liang, Hua Zhu Song, Yan Li, and Wen Tao Peng. "Intelligent Prediction for Side Friction of Large-Diameter and Super-Long Steel Pipe Pile Based on Support Vector Machine." Applied Mechanics and Materials 170-173 (May 2012): 747–50. http://dx.doi.org/10.4028/www.scientific.net/amm.170-173.747.
Full textAbstract:
In recent years, more and more large-diameter and super-long steel pipe piles are applied in engineering project. But people just know little about the bearing characteristics of super-long piles as it is very difficult to study such type of super-long piles in the laboratory and the accumulated test data of super-long piles in actual projects is very few restricted by test conditions and test cost. In engineering work, design value of bearing capacity of large-diameter and super-long piles is still referred to the calculation theory of ordinary pile that cannot take into account engineering security and economic simultaneously. In this paper, SVM-Q which is an intelligent algorithm based on Support Vector Machines is developed for predicting side friction of large-diameter and super-long steel pipe pile. Result shows that the side friction of longer large-diameter and super-long steel pipe piles with similar bearing characteristics can be effectively predicted by the SVM-Q algorithm after fully learning enough side friction data samples of the limited testing piles with gradually larger length, and boundary length of super-long steel pipe pile in this actual engineering could be qualitatively judged by comparing predictive data with the measured data. This method is very meaningful for initiative predicting the bearing capacity of large-diameter and super-long steel pipe piles in the case that there is no suitable calculation method. The predictive bearing capacity also can be adopted to verify the bearing capacity of large-diameter and super-long steel pipe piles that donot be field-tested by static load tests in actual projects.
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Saragih, Deardo Samuel, Novdin Manoktong Sianturi, Virgo Erlando Purba, and Dermina Roni Santika Damanik. "The Potential Of Steel Wire As A Binder With Plates To Withstand Loads." TEKNIK 41, no. 3 (November 25, 2020): 219–24. http://dx.doi.org/10.14710/teknik.v41i3.29936.
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Road and bridge construction needs to be supported by a strong system, both in terms of material and connections between structural elements. A pile reinforcement connection system with slab support construction on it needs to be considered to work together in carrying the load. Therefore, research is needed to determine how much effect the steel wire has as a binding pile with a plate in resisting uniform loads on it. This research was conducted by testing the model in a laboratory on a test medium that was reinforced with the pile with the slab system. Pile joints are distinguished bound perfectly and unbound. A reduction settlement analysis is performed on the difference in settlement for bound and unbound piles. The results showed that the pile system's performance, which was bound with steel wires on the slab, was better at resisting loads. This is known from the reduction of settlement for bound and unbound piles, which is 11.43% for the time stage and 11.51% for the load stage. The system can work together so that the stability of construction is better maintained and more durable.
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Yongmei, Qian, Wang Xu, and Wang Ruozhu. "Research on Feasibility of Controlling Crack Resistance of the Concrete Expanded-Plates Pile Under Vertical Tension." Open Construction and Building Technology Journal 9, no. 1 (May 29, 2015): 37–38. http://dx.doi.org/10.2174/1874836801509010037.
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The paper introduces the developing situation and trend of the CEP piles in domestic and overseas at present. It is analyzed that the problem of crack resistance of the CEP pile used as uplift piles, by setting the prestressed steel, it is propose that the method of controlling pile crack resistance. For further, a reliable theoretical supporting is provided that study the uplift bearing capacity of the CEP piles.
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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 (November 22, 1999): 746–53. http://dx.doi.org/10.1139/t98-104.
Full textAbstract:
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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Dong, Yunxiu, Zhongju Feng, Haibo Hu, Jingbin He, Qilang Zhang, and Fuchun Wang. "The Horizontal Bearing Capacity of Composite Concrete-Filled Steel Tube Piles." Advances in Civil Engineering 2020 (January 9, 2020): 1–15. http://dx.doi.org/10.1155/2020/3241602.
Full textAbstract:
Steel casings (SCs) are extensively and increasingly used to stabilize the borehole wall in the construction of bridge pile foundations. Steel casings (SCs), together with reinforced concrete piles (RCPs), form composite concrete-filled steel tube piles (CCFSTPs), which differ significantly from ordinary RCPs in horizontal bearing capacity. In this study, based on the characteristics of CCFSTPs, the horizontal bearing capacity of a CCFSTP was examined through a centrifugal model test with the length of the steel casing (LSC) and the modulus of the soil mass in the steel casing soil compaction zone (ESCSC_zone) as variables. Pile-side soil resistance, load-displacement curves, and pile moment curves were obtained for the CCFSTP. The results show that increasing LSC within a range of 12 cm significantly increases the ultimate horizontal bearing capacity of the CCFSTP, and further increasing LSC beyond 12 cm produces a continuous increase in the ultimate horizontal bearing capacity of the CCFSTP but only to an insignificant extent. In addition, increasing ESCSC_zone increases the ultimate horizontal bearing capacity of the CCFSTP, but to a relatively small extent. The results of this study provide a theoretical basis and technical support for the design and construction of CCFSTPs.
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Wang, Nian Qin, Yao Qiong Xue, Xiao Yu Cheng, and Jing Rui Wei. "The Monitoring and Analysis of the Anti-Slide Pile’s Pile-Soil Interaction." Applied Mechanics and Materials 633-634 (September 2014): 952–57. http://dx.doi.org/10.4028/www.scientific.net/amm.633-634.952.
Full textAbstract:
In the landslide disaster control and high slope strengthening engineering, anti-slide pile is one of trusted engineering measures, but cognition in aspect of forced state on the anti-slide pile, the pile-soil mechanism etc, which should be strengthened. Therefore, monitoring objects with three cantilever anti-slide pile entities in the loess high slope somewhere, burying monitoring instruments such as earth pressure cells and steel bar meter, for as long as 18 months of monitoring. Through analysis of monitoring results, can draw the following conclusion:①The soil pressure distribution form before the anti-slide piles is parabola-shape as a whole, whatever above the slip surface or under the slip surface the soil pressure distribution form behind the anti-slide piles is almost triangle as a whole;②The anti-slide piles construction are completed, pile-soil interaction force and reinforced by stress reaches stability in about 16 months;③A maximum soil pressure before the anti-slide piles on the ground, the soil pressure behind the anti-slide piles near the potential sliding surface;④Before the anti-slide piles and behind the anti-slide piles, reinforced by stress from pile cap to pile bottom respectively is "compressive stress and tensile stress" and "compressive stress, tensile stress and compressive stress, tensile and compressive stress of zero before pile is tensile stress value maximize after pile.
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Buckley, R. M., R. J. Jardine, S. Kontoe, and B. M. Lehane. "Effective stress regime around a jacked steel pile during installation ageing and load testing in chalk." Canadian Geotechnical Journal 55, no. 11 (November 2018): 1577–91. http://dx.doi.org/10.1139/cgj-2017-0145.
Full textAbstract:
This paper reports experiments with 102 mm diameter closed-ended instrumented Imperial College piles (ICPs) jacked into low- to medium-density chalk at a well-characterized UK test site. The “ICP” instruments allowed the effective stress regime surrounding the pile shaft to be tracked during pile installation, equalization periods of up to 2.5 months, and load testing under static tension and one-way axial cyclic loading. Installation resistances are shown to be dominated by the pile tip loads. Low installation shaft stresses and radial effective stresses were measured that correlated with local cone penetration test (CPT) tip resistances. Marked shaft total stress reductions and steep stress gradients are demonstrated in the vicinity of the pile tip. The local interface shaft effective stress paths developed during static and cyclic loading displayed trends that resemble those seen in comparable tests in sands. Shaft failure followed the Coulomb law and constrained interface dilation was apparent as the pile experienced drained loading to failure, although with a lesser degree of radial expansion than with sands. Radial effective stresses were also found to fall with time after installation, leading to reductions in shaft capacity as proven by subsequent static tension testing. The jacked, closed-ended, piles’ ageing trends contrast sharply with those found with open piles driven at the same site, indicating that ageing is affected by pile tip geometry and (or) installation method.