Academic literature on the topic 'Pile FRP'
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Journal articles on the topic "Pile FRP"
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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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Wang, Zhe, Shuwei Wu, Kaiwen Weng, Wangjing Yao, Sifa Xu, and Zhouxiang Ding. "Vertical and Lateral Bearing Capacity of FRP Composite Sheet Piles in Soft Soil." Advances in Civil Engineering 2020 (October 8, 2020): 1–10. http://dx.doi.org/10.1155/2020/8957893.
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Fiber-reinforced polymer (FRP) composite sheet piles are usually favored for slope and river-retaining structures due to their construction and environmental efficiency. Their applications, however, have been hindered by the lack of understanding of the bearing capacity. This paper studies the vertical and lateral bearing capacity of FRP composite sheet piles through three full-scale tests conducted in Haiyan, a soft soil site in the Yangtze River Delta of China. In the three tests, we measured the vertical bearing capacity of the FRP composite sheet piles, the bearing capacity of the composite foundation, and the lateral capacity of the FRP composite sheet piles, respectively. The test results show that the Q-S (load on the top of the pile versus settlement) curve of the FRP composite sheet piles exhibits a steep fall while that of the composite foundation is relatively flat. Moreover, the ultimate bearing capacity of the FRP composite sheet piles is measured to reach 23.8 kN while that of the composite foundation increases by 47.1 %, reaching 35.0 kN. It shows that the FRP composite sheet piles under the composite foundation have a favorable bearing performance. Finally, the final horizontal displacement of the FRP composite sheet pile in the reinforced area with anchoring the sheet pile is smaller than the final horizontal displacement in the nonreinforced area, indicating that the horizontal bearing capacity can be significantly improved by anchoring the sheet pile.
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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.
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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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Park, Joon Seok, Seong Sik Lee, Jeong Hun Nam, In Kyu Kang, Dong Jun An, and Soon Jong Yoon. "Load Carrying Capacity of Hybrid FRP-Concrete Composite Pile." Advanced Materials Research 250-253 (May 2011): 1165–72. http://dx.doi.org/10.4028/www.scientific.net/amr.250-253.1165.
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In the study, in order to enhance the durability and constructability of the pile foundation, hybrid FRP-concrete composite pile is developed and its applicability considering construction is discussed. Existing FRP-concrete composite pile is consisted of concrete pile and filament winding FRP wound outside of the pile. To improve the axial and transverse load carrying capacities longitudinal reinforcement is also needed additionally, and hence a new type hybrid FRP-concrete composite pile (HCFFT) is suggested. A new type HCFFT which is composed of pultruded FRP, filament winding FRP, and concrete filled inside of the FRP tube is proposed to improve compressive strength as well as flexural strength of the HCFFT pile. The load carrying capacity of proposed HCFFT pile is evaluated and discussed based on the result of experimental and theoretical investigations.
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Sakr, Mohammed, M. Hesham El Naggar, and Moncef Nehdi. "Load transfer of fibre-reinforced polymer (FRP) composite tapered piles in dense sand." Canadian Geotechnical Journal 41, no. 1 (February 1, 2004): 70–88. http://dx.doi.org/10.1139/t03-067.
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This paper describes an experimental study conducted using a large, laboratory-scale testing facility to test pile segments at different stress levels. The objectives of the study were twofold: to examine the load-transfer mechanism of tapered piles in compression, and to evaluate the effect of pile material on pile performance characteristics. The results of axial compressive loading tests on 26 pile load tests were presented using fibre-reinforced polymer (FRP) concrete composite tapered piles and steel piles. Two installation techniques were used, including conventional head driving and toe driving using a new technique. Piles were tested at different confining pressures to represent a pile segment at depths of 4.0 and 8.0 m. The load distribution along the pile shafts was measured and the results were compared with those from an analytical solution in terms of the taper coefficient Kt. The comparison showed reasonable agreement between Kt values established from the experiments and those obtained from the analytical solution. The measured toe resistance of tapered and cylindrical piles was compared with those from the analytical solution. A simple rational approach was proposed for the design of tapered piles.Key words: tapered piles, FRP, pile capacity, axial performance, centrifuge modeling, shaft resistance, toe resistance.
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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.
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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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Han, Jie, J. David Frost, and Vicki L. Brown. "Design of Fiber-Reinforced Polymer Composite Piles Under Vertical and Lateral Loads." Transportation Research Record: Journal of the Transportation Research Board 1849, no. 1 (January 2003): 71–80. http://dx.doi.org/10.3141/1849-09.
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Conventional pile materials, such as steel, concrete, and wood, can encounter serious corrosion problems in industrial and marine environments. Deterioration of steel, concrete, and wood piling systems has cost the military and civilian marine and waterfront civil engineering communities billions of dollars to repair and replace. Fiber-reinforced polymer (FRP) composites have desirable properties for extreme environments because they are noncorrosive, nonconductive, and lightweight. Different types of FRP composite piles are currently under research investigation, and some have been introduced to the marketplace. FRP composites have been used as internal reinforcement in concrete piles; as external shells for steel, concrete, and timber piles; and as structural piles such as FRP pipe piles, reinforced plastic piles, and plastic fender piles. The different ways of constituting FRP composite piles result in different behavioral effects. Because FRP structural piles have anisotropic properties, low section stiffness, and high ratios of elastic to shear modulus, they have different behavior in load-displacement relations under vertical and lateral loads. Current design methods for conventional piles were examined to determine the validity for FRP composite piles, and some new design methods specific to FRP structural piles were developed from research work conducted by the authors.
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Lu, Yi, Hossam Abuel-Naga, Hussein A. Shaia, and Zhi Shang. "Preliminary Study on the Behaviour of Fibre-Reinforced Polymer Piles in Sandy Soils." Buildings 12, no. 8 (August 1, 2022): 1144. http://dx.doi.org/10.3390/buildings12081144.
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Fibre-reinforced polymer (FRP) is a type of composite material used to provide resistance to corrosion when incorporated into piles. However, there is a gap in knowledge in terms of the behaviour of FRP piles under axial or lateral loading in soils. Thus, the aim of this experimental study is to assess the factors that influence the behaviour of FRPs under axial and lateral load in sandy soil. CFRP (carbon-fibre-reinforced polymer) and GFRP (glass-fibre-reinforced polymer) piles were tested in this experiment based on a special pressure chamber. The results show that the surface roughness (Rt), confined pressure (σc), and relative density (Dr) determined the shearing resistance of the soils and subsequently affected the bearing capacity of the FRP piles under an axial load. The flexural stiffness of the FRP piles was determined by the FRP type, pile dimeter, and aging in the environment, which were affected under the lateral load. In addition, an alkaline environment was more aggressive to the FRP piles than those aged in an acidic environment. The numerical modelling results show that the sand types, in terms of the dilation angle and Young’s modulus, also had a great influence on the behaviour. This feature should be considered more carefully in future studies.
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Prakash Arul Jose, J., P. Rajesh Prasanna, and Fleming Prakash. "Technical performance of basalt fiber reinforced polymer BFRP confined RC driven piles new construction methodology." International Journal of Engineering & Technology 7, no. 3 (August 4, 2018): 1685. http://dx.doi.org/10.14419/ijet.v7i3.12628.
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Pile foundations are often necessary to support large structures when the surface soil conditions are not strong enough to support the structure with shallow foundations. Pile foundation can be founded in dense sand layers at deeper, and also provide additional frictional support along their length to resist vertical loads. Load carrying capacity of Basalt FRP confined and unconfined piles were found out using the dynamic formulae and pile load test. Safe load carrying capacity of piles determined from piles load test was slightly higher than the dynamic formulae. The experimental result also shows that surface roughness of specimen is significantly changes the interface friction angle. The shear strength at the interface increases with the increase in surface roughness of the specimens.
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Seo, Jae Hun, Jin Uk Cheon, Kwang Yeoul Shin, Sun Hee Kim, and Soon Jong Yoon. "Flexural Performance Evaluation of Hybrid Concrete Filled Fiber Reinforced Polymer Plastic (FRP) Tube Connection." Key Engineering Materials 730 (February 2017): 347–52. http://dx.doi.org/10.4028/www.scientific.net/kem.730.347.
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In the construction industries, in order to compensate material disadvantages of existing construction material (concrete, steel, wood, etc.) and satisfy requirements of the structural performance, research on durable and outstanding corrosion resistant fiber reinforced polymeric plastic (FRP) is actively underway. In general, a pile cannot be produced with unlimited lengths because of the size of the manufacturing machine and transportation to construction site. Therefore, the connection of pile and structural integrity of connection should be considered in the pile design. In this paper, hybrid FRP-concrete composite pile (HCFFT) was investigated by focusing on the connection of HCFFT members. The connection capacity of HCFFT was evaluated by the experiment and the finite element analysis. From the results appropriate connection method of HCFFT is discussed.
Dissertations / Theses on the topic "Pile FRP"
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Azzawi, Mostfa Al. "Investigations on FRP-Concrete Bond." Scholar Commons, 2018. http://scholarcommons.usf.edu/etd/7116.
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This dissertation presents findings from three separate investigations, a laboratory study and two field studies that evaluated the durability of the Fiber Reinforced Polymer (FRP)-concrete bond. The laboratory study explored the role of porosity on CFRP-concrete bond following immersion in warm water. Two disparate field studies measured residual bond after 20 years outdoor exposure of FRP repairs of full-size masonry walls and after 12 years for partially submerged piles supporting the Friendship Trail Bridge, Tampa Bay.
The ACI 440 code requires the same surface preparation for all externally bonded FRP concrete repairs. This disregards the role of porosity that is a function of the water / cementitious (w/c) ratio. Concretes with high w/c ratios are low strength concretes, have large voids and a more elaborate capillary pore network compared to low w/c, high strength concretes. Epoxies will therefore penetrate deeper into high porosity concretes. As a result, the performance of low strength, high porosity concrete under moisture exposure can be anticipated to be superior. The laboratory study was intended to determine whether this hypothesis was correct or not.
Three different concrete mixes with water / cementitious ratios of 0.73, 0.44 and 0.25 representing high, medium and low porosities were used for the study. The corresponding target compressive strengths were 2,500 psi, 5,000 psi and 7,500 psi respectively. A total of eighteen, 9 in. x 9 in. x 2.5 in. thick slabs, three for each concrete porosity were tested. Slabs were allowed to cure for over 90 days before surfaces were lightly sand blasted to provide the required concrete surface profile (CSP 3). Specimens were then pre-conditioned in an oven for 48 hours to ensure uniform drying.
Concrete porosity was characterized using mercury porosimetry, SEM, 3D surface scanning and images obtained using a portable microscope. Two commercially available CFRP materials were bonded to the oven-dried prepared slab surfaces and the epoxy allowed to cure at room temperature for 4 weeks. Twelve FRP bonded slabs were completely submerged in potable water at 30 oC (86 oF) as part of the aging program. The six remaining slabs were used for establishing baseline bond values through destructive pull-off tests. The twelve exposed slabs were similarly tested following 15 weeks of exposure.
Results showed minimal degradation in the high porosity, low strength concrete but over 20% reduction in the low porosity, higher strength concrete. Analysis of the failure plane indicated that the lower porosity of the high strength concrete had limited the depth to which the epoxy could penetrate. This was confirmed from magnified images of the bond line taken using a microscope and from a careful assessment of the failure mode. Findings also suggest that the CSP 3 surface profile (light sand blasting) may be adequate for lower strength concrete but not so for higher strength concrete. For applications where FRP concrete repairs of higher strength concrete are permanently or intermittently exposed to moisture, alternative surface preparation may be needed to allow epoxy to penetrate deeper into the concrete substrate. The viscosity of the resin hitherto not considered may be a critical parameter.
In 1995, two full-scale concrete masonry walls were repaired using three horizontally aligned 20 in. (508 mm) wide uni-directional carbon fiber sheets using different commercially available epoxies. Twenty years later the CFRP-CMU bond was determined through selective pull-off tests that were preceded by detailed non-destructive evaluation. Results showed that despite superficial damage to the top epoxy coating and debonding along masonry joints, the residual CFRP-CMU bond was largely unaffected by prolonged exposure to Florida’s harsh environment.
Therein, 99% of samples exhibited in cohesive failure of the CMU or mortar. Pull-off strength was poorer at mortar joints but because the CFRP was well bonded to the masonry surface, its impact on structural performance of the repair was expected to be minimal. Overall, the repairs proved to be durable with both epoxy systems performing well.
The Friendship Trail Bridge linking St. Petersburg to Tampa FL was demolished in 2016. This was the site of three disparate demonstration projects in which 13 corroding reinforced concrete piles were repaired using fiber reinforced polymer (FRP) in 2003-04, 2006, and 2008. The repairs were undertaken using combinations of carbon and glass fiber, pre-preg and wet layup, epoxy and polyurethane resin, and were installed using either shrink wrap or pressure bagging. Residual FRP-concrete bond was evaluated after up to 12 years of exposure through 120 pull-off tests conducted on 10 representative repaired piles. Results showed a wide variation in the measured pull-off strength depending on the type of resin, the number of FRP layers, the prevailing conditions at the time the epoxy was mixed and the method of installation. Epoxy-based systems were found to be sensitive to ambient conditions at installation. Pressure bagging improved performance. The highest residual bond was recorded in pressure bagged piles repaired in 2008. The findings suggest that in marine environments epoxy-based systems installed using pressure bagging can lead to durable repairs.
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Bdeir, Zeid. "Deflection-based design of fiber glass polymer (FRP) composite sheet pile wall in sandy soil." Thesis, McGill University, 2001. http://digitool.Library.McGill.CA:80/R/?func=dbin-jump-full&object_id=33956.
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Fiber Reinforced polymer composite materials offer great potential for waterfront structural applications due to their excellent corrosion resistance, and high strength to weight ratio.The purpose of this thesis is to develop a deflection based design approach for composite sheet pile wall, based on the traditional free-earth support method, but modified to allow the use of deflection criterion. With a simplified earth pressure loading on the wall, the relationship between maximum bending moment and maximum bending deflection and the relationship between maximum shear force and maximum shear deflection were established. 16 case studies were carried out to include walls ranging from 1.5m to 4.5 m tall and water level to wall height ratio from 0.1 to 0.4. Two deflection limits, L/60 and L/100 were employed in developing the design charts.
To implement the deflection based design, the proper characterization of flexural rigidity (EI) and shear rigidity (KAG) of the sheet pile panels was vital. Tests were conducted on the connected panels to obtain the rigidities. (Abstract shortened by UMI.)
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Shaia, Hussein Abed. "Behaviour of fibre reinforced polymer composite piles : experimental and numerical study." Thesis, University of Manchester, 2013. https://www.research.manchester.ac.uk/portal/en/theses/behaviour-of-fibre-reinforced-polymer-composite-piles-experimental-and-numerical-study(e4269c3e-0fe0-4e08-809c-bd764294b9a0).html.
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Fibre reinforced polymer (FRP) composites represent an alternative construction material for deep foundations that have the potential to eliminate most of the durability concerns associated with traditional piling materials. Research studies and database related to the use FRP composite material as piling foundation is very limited. This research project was undertaken to investigate the structural and geotechnical behaviour of FRP composite piles. The originality of this study rests on the following pillars:• Presenting a new understanding for the factors controlling the compressive strength of FRP tube confined concrete. • Introducing the concept of constitutive interface surface which considers the effect of surface hardness and relative roughness on the interface shear coefficient. • Studying the evolution of FRP pile surface roughness during the driving process. • Investigating the effect of harsh environments on the shear behaviour of FRP-granular interface. • Conducting an extensive experimental and numerical study to characterize the FRPs and soil parameters that control the behaviour of axially and laterally loaded FRP composite pile. Experimental testing program was conducted in this study to examine the behaviour of two different FRPs tubes confined concrete under axial compression, and flexural load. Based on the experimental results of this study and test results available in the literature, a new design chart was proposed to predict the strength enhancement based on concrete strength and FRP lateral confinement. An extensive laboratory study was conducted to evaluate the interface friction behaviour between granular materials and two different FRP materials. The interface test results obtained from experiment were used to examine a number of parameters known to have an effect on the interface friction coefficient. Furthermore, to investigate the evolution of FRP pile surface roughness during the driving process laboratory tests were also conducted to quantify the interface shear induced surface roughness changes under increased normal stress levels. Moreover, interface tests were also conducted using three more counterface materials to define schematically the constitutive interface shear surface (CISS) in the three dimensional domain of surface roughness, surface hardness, and interface shear coefficient. The long-term experimental program was also conducted in this study to assess the effect of different ageing environment conditions on FRP-granular interface shear coefficient. Acidic and alkaline aging environments were adopted in this study. The experimental program involved assessing the ageing effect on the testing FRP materials in terms of the changes in their hardness and surface roughness properties. Furthermore, the interface shear tests were conducted, using the unaged and aged FRP materials, to evaluate the effect of aging environments on FRP-granular interface shear coefficient. A small-scale laboratory pile loading tests were carried out to assess the FRP pile behaviour under axial and lateral loads. The laboratory test results were used to verify/validate a numerical model developed by the commercial finite element package ABAQUS (6.11). Additional numerical analyses using the verified model were conducted to investigate the effect of different the FRPs and soil parameters on the engineering behaviour of FRP pile.
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Wan, Jianhong. "Modélisation numérique multi-échelle du comportement mécanique d'un système pieux-sol." Electronic Thesis or Diss., Université de Lille (2022-....), 2023. https://pepite-depot.univ-lille.fr/ToutIDP/EDENGSYS/2023/2023ULILN033.pdf.
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L'étude des systèmes pieux-sol est d'une importance capitale dans le domaine de l'ingénierie géotechnique, car elle est directement liée à la stabilité et à la fiabilité des structures et des infrastructures. Ce travail étudie le comportement mécanique des systèmes pieux-sol, en mettant l'accent sur les pieux en polymère renforcé de fibres (FRP) et les mélanges caoutchouc-sol (RSM). Trois aspects principaux sont étudiés à l'aide de simulations de dynamique moléculaire (MD). Tout d'abord, les propriétés de frottement à l'interface entre le pieu FRP et l'argile sont étudiées à l'aide d'un modèle kaolinite-époxy, qui donne une valeur calculée de 159 mJ/m2 pour le travail d'adhésion. Les coefficients de cisaillement interfaciaux maximaux diminuent de manière non linéaire avec l'augmentation de la contrainte normale. Le processus de frottement interfacial est caractérisé par le fait qu'il dépend de la vitesse avec des plages de vitesse distinctes, et ces caractéristiques sont prises en compte par la théorie de Bell étendue. On observe que le mouvement de stick-slip se manifeste exclusivement dans les scénarios où les vitesses de glissement sont faibles. Cette tendance à l'augmentation des barrières énergétiques avec l'augmentation des contraintes normales met en évidence l'augmentation des forces de traction nécessaires pour induire le glissement du PRFV le long de l'interface avec l'argile dans des conditions de contraintes normales plus élevées.Deuxièmement, les simulations MD étudient la friction interfaciale à l'interface pieu-sable FRP dans diverses conditions de sécheresse, d'eau pure et d'eau salée. Une résine époxy réticulée est synthétisée pour étudier ses interactions avec la silice cristalline. Les relations force-déplacement de frottement présentent des phases non linéaires et stables distinctes. Les profils de rigidité tangentielle, en particulier à des niveaux de contrainte normale plus faibles, montrent des réductions plus rapides pour atteindre l'état d'équilibre. Les molécules d'eau agissent comme des lubrifiants, les ions NaCl affectant leur efficacité. Les systèmes secs ont le coefficient de frottement le plus élevé, suivis par les systèmes à l'eau salée et à l'eau pure.Troisièmement, l'interaction à l'interface caoutchouc/sol est étudiée dans le cadre de la RSM à l'aide de simulations MD. La force de frottement augmente avec la distance de glissement et la contrainte normale, ce qui est cohérent avec le comportement de frottement entre les sols naturels. Le compactage du caoutchouc et de l'argile augmente les forces de frottement et améliore les propriétés techniques. Les particules de caoutchouc réduisent le mouvement de glissement à l'interface montmorillonite-caoutchouc, en fournissant un effet d'amortissement qui réduit l'intensité des vibrations de glissement pendant le glissement. Les paramètres interfaciaux et les coefficients de frottement sont déterminés et concordent avec les données expérimentales, ce qui améliore la compréhension du comportement du RSM et les applications dans les fondations des sols.Enfin, cette étude introduit un élément intégré pieu-sol efficace pour simuler le comportement des pieux tout en tenant compte de la non-linéarité du sol et du matériau du pieu à l'échelle macroscopique. Les charnières plastiques et les ressorts du sol sont intégrés dans les formulations d'éléments proposées, de sorte qu'un seul type d'élément suffit pour simuler commodément les interactions non linéaires entre le pieu et le sol. Un programme Python a été développé sur la base de la méthode des éléments finis (FE), et la procédure d'analyse détaillée est donnée. La validation à l'aide d'essais sur le terrain démontre la précision de l'analyse du comportement des pieux sous des charges latérales et axialesThe study of pile-soil systems is of paramount importance in the field of geotechnical engineering, as it is directly related to the stability and reliability of structures and infrastructure. This work investigates the mechanical behavior in pile-soil systems, with emphasis on fiber-reinforced polymer (FRP) piles and rubber-soil mixes (RSM). Three main aspects are investigated using molecular dynamics (MD) simulations. First, friction properties at the FRP pile-clay interface are studied using a kaolinite-epoxy model, which yields the calculated work of adhesion value of 159 mJ/m2. The peak interfacial shear coefficients decrease nonlinearly with increasing normal stress. The interfacial friction process is characterized by its velocity-dependent with distinct velocity ranges, and these characteristics are captured by the extended Bell theory. It is observed that stick-slip motion manifests itself exclusively in scenarios with lower sliding velocities. This observed trend of increasing energy barriers with increasing normal stresses highlights the increased pulling forces required to induce FRP sliding along the clay interface under higher normal stress conditions. Second, MD simulations investigate the interfacial friction at the FRP pile-sand interface under various dry, pure water, and salt water conditions. A cross-linked epoxy resin is synthesized to study its interactions with crystalline silica. Friction force-displacement relationships show distinct nonlinear and steady-state phases. Tangential stiffness profiles, especially at lower normal stress levels, show faster reductions to reach the steady-state. Water molecules act as lubricants, with NaCl ions affecting their effectiveness. Dry systems have the highest coefficient of friction, followed by salt water and pure water systems.Third, the interaction at the rubber/soil interface is studied within RSM using MD simulations. Friction force increases with sliding distance and normal stress, which is consistent with the friction behavior between natural soils. Compaction of rubber and clay increases friction forces and improves engineering properties. Rubber particles reduce stick-slip motion at the montmorillonite-rubber interface, providing a damping effect that reduces stick-slip vibration intensity during sliding. Interfacial parameters and friction coefficients are determined and agree with experimental data, improving the understanding of RSM behavior and applications in soil foundations.Finally, this study introduces an efficient integrated pile-soil element to simulate pile behavior while accounting for soil and pile material nonlinearity at the macroscale. The plastic hinges and soil springs are integrated into the proposed element formulations, so that one element type is sufficient to conveniently simulate the nonlinear pile-soil interactions. A Python program has been developed based on the finite element (FE) method, and the detailed analysis procedure is given. Validation with field tests demonstrates accuracy for the analysis of pile behavior under lateral and axial loads
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Suh, Kwangsuk. "Underwater FRP repair of corrosion damaged prestressed piles." [Tampa, Fla] : University of South Florida, 2006. http://purl.fcla.edu/usf/dc/et/SFE0001601.
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Schrader, Andy. "Methods to improve bond on FRP wrapped piles." [Tampa, Fla] : University of South Florida, 2007. http://purl.fcla.edu/usf/dc/et/SFE0001914.
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Jaradat, Yaser Mahmoud Mustafa. "Soil-structure interaction of FRP piles in integral abutment bridges." College Park, Md. : University of Maryland, 2005. http://hdl.handle.net/1903/2819.
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Thesis (Ph. D.) -- University of Maryland, College Park, 2005.Thesis research directed by: Civil Engineering. Title from t.p. of PDF. Includes bibliographical references. Published by UMI Dissertation Services, Ann Arbor, Mich. Also available in paper.
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Shanmugam, Jayasiri. "Moment capacity and deflection behaviour of pultruded FRP composite sheet piles." Thesis, McGill University, 2004. http://digitool.Library.McGill.CA:80/R/?func=dbin-jump-full&object_id=81565.
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The structural behaviour of FRP-composite (E-glass/polyester) sheet pile panels subjected to uniform pressure load was investigated. Single, connected and concrete-filled 2.13 m panels were tested to failure with the objective of determining their moment capacity and failure mechanism. As the uniform load test procedure utilized in this study allowed for the prevention of premature local crushing behaviour within the span, the average moment capacity obtained in this study was more than double that found in prior studies of FRP sheet pile panels, averaging 11.15 kN.m in single panel tests and 9.32 kN.m in connected panel tests. Single panels exhibited little difference in moment capacity whether tested in the upright or inverted orientation and there was no apparent reduction in capacity when a single panel was subjected to repeated load cycles. Failure of both single and connected panels was generally attributable to local buckling and invariably occurred at a deflection of about 50mm, indicating that deflection limits may govern design. No joint failure was observed in connected panels. (Abstract shortened by UMI.)
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Pando, Miguel A. "A Laboratory and Field Study of Composite Piles for Bridge Substructures." Diss., Virginia Tech, 2003. http://hdl.handle.net/10919/26314.
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Typically, foundation piles are made of materials such as steel, concrete, and timber. Problems associated with use of these traditional pile materials in harsh marine environments include steel corrosion, concrete deterioration, and marine borer attack on timber piles. It has been estimated that the U.S. spends over $1 billion annually in repair and replacement of waterfront piling systems. Such high repair and replacement costs have led several North American highway agencies and researchers to investigate the feasibility of using composite piles for load bearing applications, such as bridge substructures. As used here, the term â composite pilesâ refers to alternative pile types composed of fiber reinforced polymers (FRPs), recycled plastics, or hybrid materials. Composite piles may exhibit longer service lives and improved durability in harsh marine environments, thereby presenting the potential for substantially reduced total costs. Composite piles have been available in the North American market since the late 1980â s, but have not yet gained wide acceptance in civil engineering practice. Potential disadvantages of composite piles are high initial cost and questions about engineering performance. At present, the initial cost of composite piles is generally greater than the initial cost of traditional piles. Performance questions relate to driving efficiency, axial stiffness, bending stiffness, durability, and surface friction. These questions exist because there is not a long-term track record of composite pile use and there is a scarcity of well-documented field tests on composite piles.
This research project was undertaken to investigate the engineering performance of composite piles as load-bearing foundation elements, specifically in bridge support applications. The objectives of this research are to: (1) evaluate the soil-pile interface behavior of five composite piles and two conventional piles, (2) evaluate the long-term durability of concrete-filled FRP composite piles, (3) evaluate the driveability and the axial and lateral load behavior of concrete-filled FRP composite piles, steel-reinforced recycled plastic composite piles, and prestressed concrete piles through field tests and analyses, and (4) design and implement a long-term monitoring program for composite and conventional prestressed concrete piles supporting a bridge at the Route 351 crossing of the Hampton River in Virginia. A summary of the main findings corresponding to each of these objectives is provided below.
A laboratory program of interface testing was performed using two types of sands and seven pile surfaces (five composite piles and two conventional piles). The interface behavior of the different pile surfaces was studied within a geotribology framework that investigated the influence of surface topography, interface hardness, and particle size and shape. In general, the interface friction angles, both peak and residual, were found to increase with increasing relative asperity height and decreasing relative asperity spacing. The interface shear tests for the three pile types tested at the Route 351 bridge showed that, for medium dense, subrounded to rounded sand, with a mean particle size of 0.5 mm, the residual interface friction angles are 27.3, 24.9, and 27.7 degrees for the FRP composite pile, the recycled plastic pile, and the prestressed concrete pile, respectively. Interface shear tests on these same piles using a medium dense, subangular to angular sand, with a mean particle size of 0.18 mm, resulted in residual interface friction angles of 29.3, 28.8, and 28.0 degrees for the FRP composite pile, the recycled plastic pile, and the prestressed concrete pile, respectively.
A laboratory durability study was completed for the FRP shells of concrete-filled FRP composite piles. Moisture absorption at room temperature caused strength and stiffness degradations of up to 25% in the FRP tubes. Exposure to freeze-thaw cycles was found to have little effect on the longitudinal tensile properties of saturated FRP tubes.
Analyses were performed to investigate the impact of degradation of the FRP mechanical properties on the long-term structural capacity of concrete-filled FRP composite piles in compression and bending. The impact was found to be small for the axial pile capacity due to the fact that the majority of the capacity contribution is from the concrete infill. The impact of FRP degradation was found to be more significant for the flexural capacity because the FRP shell provides most of the capacity contribution on the tension side of the pile.
Full-scale field performance data was obtained for two composite pile types (concretefilled FRP composite piling and steel-reinforced recycled plastic piling), as well as for conventional prestressed concrete piles, by means of load test programs performed at two bridge construction sites: the Route 351 bridge and the Route 40 bridge crossing the Nottoway River in Virginia. The field testing at the two bridges showed no major differences in driving behavior between the composite piles and conventional prestressed concrete piles. Pile axial capacities of the composite piles tested at the Route 351 bridge were between 70 to 75% of the axial capacity of the prestressed concrete test pile. The FRP and prestressed concrete piles exhibited similar axial and lateral stiffness, while the steel-reinforced plastic pile was not as stiff. Conventional geotechnical analysis procedures were used to predict axial pile capacity, axial load-settlement behavior, and lateral load behavior of the piles tested at the Route 351 bridge. The conventional analysis procedures were found to provide reasonable predictions for the composite piles, or at least to levels of accuracy similar to analyses for the prestressed concrete pile. However, additional case histories are recommended to corroborate and extend this conclusion to other composite pile types and to different soil conditions.
A long-term monitoring program for composite and conventional prestressed concrete piles supporting the Route 351 bridge was designed and implemented. The bridge is still under construction at the time of this report, therefore no conclusions have been drawn regarding the long-term performance of concrete-filled FRP composite piles. The longterm monitoring will be done by the Virginia Department of Transportation.
In addition to the above findings, initial cost data for the composite piles and prestressed concrete piles used in this research were compiled. This data may be useful to assess the economic competitiveness of composite piles. The initial unit cost of the installed composite piles at the Route 40 bridge were about 77 % higher than the initial unit cost for the prestressed concrete piles. The initial unit costs for the composite piles installed at the Route 351 bridge were higher than the initial unit cost of the prestressed concrete piles by about 289% and 337% for the plastic and FRP piles, respectively. The cost effectiveness of composite piles is expected to improve with economies of scale as production volumes increase, and by considering the life-cycle costs of low-maintenance composite piles.Ph. D.
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Chen, Yi 1975. "Local buckling behaviour of pultruded FRP composite sheet piles subjected to uniform pressure." Thesis, McGill University, 2005. http://digitool.Library.McGill.CA:80/R/?func=dbin-jump-full&object_id=98950.
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The buckling behaviour of fibre reinforced polymer (FRP) sheet pile panels subjected to a uniform lateral pressure was investigated. Based on the previous full scale tests by Shanmugan in year 2003 (Shanmugan, 2004), the critical load at buckling initiation was first determined through experimental data analysis, and the theoretical modeling was then followed in an attempt to predict the buckling initiation and understanding the failure mechanism. The behavior of the panels loaded in upright position and inverted position was studied.The local buckling of the compressive flanges was monitored by the strain measurements, which demonstrated that when tested in upright position, the panel failed immediately after local buckling of compressive flange, and when tested in inverted position, the panels could be able to carry the load into post buckling region. The stresses and corresponding axial forces at buckling were calculated by the classical beam flexure formula but taking into consideration the reduction of flexure rigidity and neutral axis shifting. The axial force calculated from the beam flexure formula was comparable with that from stain gauge measurements. The axial force was not uniformly distributed along the width of the compressive flange at upright position and was about zero at the free edge. When tested in inverted position, the neutral axis distance and the flexure rigidity kept almost as a constant. The sheet pile panels were with a uniform axial force along the width of the compressive flange.
An analytical modeling was performed to predict the buckling initiation. The buckling of the panel was simplified as the buckling of the compressive flange with various boundary conditions. The differential equation of the compressive flange was established based on the assumption that the flange was subjected to an in-plane axial force and an out-of-plane lateral pressure simultaneously. It was found that the lateral pressure did not have direct effect on the critical load. It was the compressive axial force that determined the local buckling of the flange. Kollar's explicit expressions were also applied but only valid for long plate loaded by uniform axial force.
The buckling load obtained by solving the differential equation for the inverted panel compared well with that from the experimental results. However, for the flange in a pile at an upright position, the theoretical prediction was far less than the experimental value which might be attributed to the non uniform axial force on the flange. Energy method was applied to estimate the range of the buckling load of a plate loaded by a linearly distributed axial force. The upper bound value was obtained from fixed boundary condition and the lower bound from simply supported assumption. The experimental result was found in between the two bounds and was in favour of the lower bound as a conservative estimation of critical load for upright panel.
Books on the topic "Pile FRP"
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Brovst, Bjarne Nielsen. Lise Munk: En pige fra Vedersø. [Viby, Denmark]: Centrum, 1989.
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Jenssen, Atle Lien. Min Elskede Pike Og Venn...: Viser i tradisjon etter Guttorm Flisen fra Elverum. Oslo: Norsk Folkeminnelag, 1987.
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Vernon, Scott Derick, ed. FRP pipes and vessels: A survey of the European market and suppliers. Oxford, UK: Elsevier Advanced Technology, 1996.
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Vadla, Kjell. Virkensegenskaper hos gran og furu fra forskjellige lokaliteter i Sør-Norge: Wood properties of spruce and pine from various sites in southern Norway. Ås, Norway: Norsk institutt for skog og landskap, 2006.
Find full textBook chapters on the topic "Pile FRP"
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Salleh, Z., and T. M. I. A. T. Mazlan. "Study on Mangrove Barks Activated Carbon (MBAC) for Fibre Reinforce Plastic (FRP) Rehabilitation Pile Structure." In Lecture Notes in Electrical Engineering, 327–37. Singapore: Springer Nature Singapore, 2022. http://dx.doi.org/10.1007/978-981-19-1577-2_25.
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Seliem, Hatem M., Lining Ding, and Sami Rizkalla. "Confinement of Concrete Piles with FRP." In Advances in FRP Composites in Civil Engineering, 650–53. Berlin, Heidelberg: Springer Berlin Heidelberg, 2011. http://dx.doi.org/10.1007/978-3-642-17487-2_143.
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Yuan-De, Xue, and Chen Chin-Kung. "How to Predict the Burst Pressure of a FRP Pipe." In Composite Structures 4, 253–61. Dordrecht: Springer Netherlands, 1987. http://dx.doi.org/10.1007/978-94-009-3455-9_19.
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Yang, M. W. "Numerical Simulation of a New Complex FRP Pipe Culvert by FEA." In Computational Methods in Engineering & Science, 240. Berlin, Heidelberg: Springer Berlin Heidelberg, 2006. http://dx.doi.org/10.1007/978-3-540-48260-4_86.
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Ehsani, M. "Unique FRP solutions for structural repair of piles, seawalls and decks." In Current Perspectives and New Directions in Mechanics, Modelling and Design of Structural Systems, 1552–57. London: CRC Press, 2022. http://dx.doi.org/10.1201/9781003348443-253.
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Ehsani, M. "Unique FRP solutions for structural repair of piles, seawalls and decks." In Current Perspectives and New Directions in Mechanics, Modelling and Design of Structural Systems, 537–38. London: CRC Press, 2022. http://dx.doi.org/10.1201/9781003348450-253.
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El-Nemr, Amr, Omar Ashour, and Ghada Hekal. "Finite element modeling of confined concrete piles with FRP tubes in sandy soil under static loading." In Insights and Innovations in Structural Engineering, Mechanics and Computation, 2122–27. Taylor & Francis Group, 6000 Broken Sound Parkway NW, Suite 300, Boca Raton, FL 33487-2742: CRC Press, 2016. http://dx.doi.org/10.1201/9781315641645-351.
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El-Nemr, Amr, Omar Ashour, and Ghada Hekal. "Dynamic response of confined concrete piles with FRP tubes in sandy soil using finite element modeling." In Insights and Innovations in Structural Engineering, Mechanics and Computation, 2138–43. Taylor & Francis Group, 6000 Broken Sound Parkway NW, Suite 300, Boca Raton, FL 33487-2742: CRC Press, 2016. http://dx.doi.org/10.1201/9781315641645-354.
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"Development of a lightweight underride guard for BEVs in FRP." In PIAE Europe 2023, 61–72. VDI Verlag, 2023. http://dx.doi.org/10.51202/9783181024188-61.
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Pridmore, A. B., and R. P. Ojdrovic. "Types of pipe repaired with composites." In Rehabilitation of Pipelines Using Fiber-reinforced Polymer (FRP) Composites, 1–15. Elsevier, 2015. http://dx.doi.org/10.1016/b978-0-85709-684-5.00001-1.
Full textConference papers on the topic "Pile FRP"
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Nishimura, Hitoshi, Takeshi Sugiyama, Yoshiki Okuhara, Soon-Gi Shin, Hideaki Matsubara, and Hiroaki Yanagida. "Application of self-diagnosis FRP to concrete pile for health monitoring." In SPIE's 7th Annual International Symposium on Smart Structures and Materials, edited by Norman M. Wereley. SPIE, 2000. http://dx.doi.org/10.1117/12.388836.
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"Design and Driving Performance of Two GFRP-Reinforced Concrete Piles." In SP-356: Development and Applications of FRP Reinforcements (DA-FRPR’21). American Concrete Institute, 2022. http://dx.doi.org/10.14359/51737269.
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Sturel, Eric, Andrew Robertson, and Henry Tayler. "1 Triton Square – Structural reuse for low-carbon architecture." In IABSE Symposium, Prague 2022: Challenges for Existing and Oncoming Structures. Zurich, Switzerland: International Association for Bridge and Structural Engineering (IABSE), 2022. http://dx.doi.org/10.2749/prague.2022.1063.
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<p>1 Triton Square is exemplary for how ingenious structural engineering can be instrumental in maximising the value of the existing building stock as part of a low-carbon agenda.</p><p>A commercial office development built in the late 1990s in the London West End, 1 Triton Square had been designed to height limits which were no longer relevant when the tenant vacated the premises at the end of a twenty-year lease. When the building owner approached Arup to examine the possibility of enhancing the value of their asset, it was decided, instead of designing a taller new build, to develop a refurbishment and extension scheme, in line with both organisations’ low-carbon agenda.</p><p>The proposed scheme included the part-infilling of existing atria and the addition of three new levels, thus increasing the number of storeys from six to nine, and the floor area by 70%. Columns and foundations had to be strengthened to cater for the resulting uplift in loading. The original structure was predominantly a concrete frame, with steel-framed cores. Due to this variety of structural forms as well as to access constraints, a palette of strengthening methods was implemented, including concrete encasement and fibre-reinforced polymer (FRP) wrapping for concrete columns, and concrete encasement and welding of strengthening plates for steel columns. Existing piled foundations were strengthened with small-diameter supplementary piles installed from within the existing basement and connected to them within new pile caps or within a new piled raft, depending on locations.</p><p>1 Triton Square has been completed in May 2021, achieving BREEAM Outstanding rating. The structural embodied carbon associated with the redeveloped scheme has been estimated at 136 kgCO2e/m2, to be compared to the October 2020 “best-practice” target of 350 kgCO2e/m2 for a new build, thus demonstrating the pivotal role of structural reuse in reducing carbon emissions.</p>
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Volkov, Maxim, Henric Björk, Natalia Kudriavaia, Jamie Stuart Andrews, Truls Carlsen, and Steinar Strøm. "The Value of Integrated Downhole Passive Acoustic Monitoring During an Extended Leak Off Test to Prove Formation Integrity. A Case Study." In SPE/IADC International Drilling Conference and Exhibition. SPE, 2021. http://dx.doi.org/10.2118/204047-ms.
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Abstract The Extended Leak Off Test (XLOT) is a sophisticated formation integrity test that can be performed during drilling, recompletion, or at the well abandonment stage. The test is usually characterized by multiple cycles, creating and manipulating a fracture that can extend several meters away from the wellbore. The test can provide more data (both formation stress and fracture mechanics) compared to traditional leak-off tests. This data is used extensively both for determination of the in-situ formation stress for well barrier integrity assessment and for more general rock mechanical work such as quantifying fracture gradient for use in wellbore stability programs for drilling and completion operations. The interpretation is performed by analysis of the surface pressure and, often with downhole data from memory gauges (or, increasingly, with real-time data from wired pipe) at different stages of the XLOT test. The typical XLOT pressure analysis chart is shown below (see Fig.1). The key determined parameters are:–Leak Off Pressure (LOP)–Fracture Initiation Pressure (FIP)–Formation Break Down Pressure (FBR)–Formation Propagation Pressure (FPP)–Instantaneous Shut-In Pressure (ISIP)–Formation Closure Pressure (FCP)–Fracture Reopening Pressure (FRP)Figure 1The traditional XLOT interpretation plot. A key requirement of the test is to ensure hydraulic connectivity to the targeted formation only. This can be achieved in the case where annulus barriers are in place and perform well. Unintentional communication to non-targeted zones may result in abnormal behavior, more complex interpretation of obtained data, larger uncertainty in the meaning of the results and ultimately failure of the XLOT test. To verify the well barriers integrity prior to the XLOT different techniques can be utilized. The main one is cement bond logging across the cemented barriers. This indicates the condition of the cement behind the first casing and increases the level of confidence the test will be conducted successfully. "However, recent case studies have shown that an indication of good bond above and/or below the target formation from a cement bond log cannot guarantee the isolation required to sufficiently hold the applied pressure [Maxim Volkov]." The paper demonstrates an approach taken by Equinor in a special application where XLOT testing was advanced by adding downhole monitoring during the test. This targeted the following parameters to evaluate the new essential components of XLOT interpretation: –depth and capacity of opened and re-opened fractures,–actual sealing of the cement barriers above and below the targeted zone,–failure investigation in case the FBP cannot be achieved.
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Ehsani, Mo. "Introducing a New Honeycomb-FRP Pipe." In Pipelines Conference 2012. Reston, VA: American Society of Civil Engineers, 2012. http://dx.doi.org/10.1061/9780784412480.099.
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Pando, Miguel A., George M. Filz, Joseph E. Dove, and Edward J. Hoppe. "Interface Shear Tests on FRP Composite Piles." In International Deep Foundations Congress 2002. Reston, VA: American Society of Civil Engineers, 2002. http://dx.doi.org/10.1061/40601(256)106.
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"Advances in Corrosion Repair of Piles Using FRP." In SP-275: Fiber-Reinforced Polymer Reinforcement for Concrete Structures 10th International Symposium. American Concrete Institute, 2011. http://dx.doi.org/10.14359/51682440.
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"FRP Application in Underwater Repair of Corroded Piles." In SP-230: 7th International Symposium on Fiber-Reinforced (FRP) Polymer Reinforcement for Concrete Structures. American Concrete Institute, 2005. http://dx.doi.org/10.14359/14885.
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"Self-Consolidating Concrete Piles Confined in FRP Tubes." In "SP-209: ACI Fifth Int Conf Innovations in Design with Emphasis on Seismic, Wind and Environmental Loading, Quality Con". American Concrete Institute, 2002. http://dx.doi.org/10.14359/12507.
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Parashar, Avinash, and Pierre Mertiny. "Challenges in Joining Thermoset Composite Piping." In 2010 8th International Pipeline Conference. ASMEDC, 2010. http://dx.doi.org/10.1115/ipc2010-31297.
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The aim of this paper is to examine solutions and challenges related to joining thermoset composite piping. Fiber reinforced polymers (FRP) have been used in piping systems for more than 40 years. Higher specific mechanical properties and corrosion resistance of FRP make them a potential candidate for replacing metallic piping structures. Despite the advantages associated with FRP, their application is still limited due to, in part, unsatisfactory methods for joining composite subcomponents and inadequate knowledge of failure mechanism under different loading conditions. Adhesively bonded joints are attractive for many applications since they offer integrated sealing, minimal part count and do not require pipe extremities with complex geometries such as threads or bell and spigot configurations. So far, the majority of work reported in the technical literature on adhesively bonded pipe joints is concerned with lap joints employing wrapping techniques to produce overlap sleeve connections. More recently, a joining technique was proposed that replaces the wrapping technique with filament-wound overlap sleeve couplers that are adhesively bonded to the pipe extremities. In the present article, various joining techniques for FRP piping through adhesive bonding are discussed, and damage mechanisms under different loading conditions are examined.
Reports on the topic "Pile FRP"
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Crittenden, Scott R. FPR: Are the Pili Produced by Electrogenic Bacteria Bionanowires? Fort Belvoir, VA: Defense Technical Information Center, October 2012. http://dx.doi.org/10.21236/ada575721.
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(Archived), Irina Ward, and Farah Abu Saleh. PR-473-144506-R01 State of the Art Alternatives to Steel Pipelines. Chantilly, Virginia: Pipeline Research Council International, Inc. (PRCI), December 2017. http://dx.doi.org/10.55274/r0011459.
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This report is a literature review of several non-metallic material systems often used as alter-natives to steel pipelines. The pipeline systems reviewed are high density polyethylene (HDPE), fiberglass reinforced plastic (FRP), flexible composite and thermoplastic liners. This report is not intended to be a detailed guide or design manual on the use of the referenced materials for pipeline applications, rather an overall evaluation on the current state of these systems. Significant industry literature and documentation already exists on the design, manufacturing, installation, and operation of these pipelines. This information currently resides in pipe manufacturer's manuals and various industry standards and guides published by organizations such as ASTM International (ASTM), American Petroleum Institute (API) American Water Works Association (AWWA), and International Organization for Standardization (ISO). In Canada, the oil and gas industry pipeline code, CSA Z662-2015 (Canadian Standards Association, 2015). Users should frequently consult the manufacturers of the pipe products in use or under consideration for use for clarification and suggestions regarding the best practices, considerations and applications of the materials in question. In addition, pipeline operators should be aware of the applicable regulatory requirements in the jurisdictions they are operating within.
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CP40: FRP/Concrete Piles. Purdue University, 2007. http://dx.doi.org/10.5703/1288284315726.
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