Journal articles: 'Piling (Civil engineering)'

1

Holland, G. R. "Piling Methods – Pros and Cons." Structural Survey 12, no. 3 (June 1994): 27–28. http://dx.doi.org/10.1108/02630809410055737.

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2

Rodway, L. E. "Testing of zero-slump piling concrete." Canadian Journal of Civil Engineering 14, no. 3 (June 1, 1987): 308–13. http://dx.doi.org/10.1139/l87-049.

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For several years it had been noted in the field that in the absence of an accepted, rational standard method for testing impact-placed zero-slump piling concrete, a variety of strength levels were produced from the same sample of fresh concrete depending upon which of a variety of test methods happened to be used. Finally, in 1977 the Canadian Standards Association published a standard method. This method subsequently proved ambiguous and impractical in practice to many field engineers.This paper presents the results of a laboratory and field study conducted during 1985 directed at the rational development of a practical test method to realistically predict the appropriate concrete strength, [Formula: see text], to be used in the calculation of the structural load-carrying capacity of this type of pile. Key words: zero slump, impact piles, energy input, vibration, compaction, concrete strength.

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Tang, Guang Rui, Ming Jiang, Kai Liu, and Fei Peng. "Study on Drilling Technology of Excavated Foundation for Transmission Lines." Advanced Materials Research 945-949 (June 2014): 2825–29. http://dx.doi.org/10.4028/www.scientific.net/amr.945-949.2825.

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Excavated foundation is a basic type of foundation that has been widely applied in recent transmission line construction in China. Making full use of the bearing capacity of undisturbed soil and reducing the amount of excavation are its advantages. Rotary drilling rig is a piling machine that is widely used in fields such as civil engineering with high working efficiency. Using mechanized construction can significantly reduce the workload and safety risks of construction and produce better direct and indirect economic benefits. This paper considers introducing rotary drilling rig to the construction of transmission and focuses on the adaptability of rotary drilling rig in excavated foundation construction.

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4

Smith, James A. "Discussion: Testing of zero-slump piling concrete." Canadian Journal of Civil Engineering 15, no. 5 (October 1, 1988): 929–30. http://dx.doi.org/10.1139/l88-118.

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Rodway, L. E. "Reply: Testing of zero-slump piling concrete." Canadian Journal of Civil Engineering 15, no. 5 (October 1, 1988): 930. http://dx.doi.org/10.1139/l88-119.

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Won, Deokhee, Jihye Seo, Osoon Kwon, Hae-Young Park, and Hyoun Kang. "The Construction Conditions of a Pre-Piling Template for Foundations of Offshore Structures." Journal of Marine Science and Engineering 12, no. 1 (January 16, 2024): 174. http://dx.doi.org/10.3390/jmse12010174.

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The foundations of offshore wind power can be classified as floating, tripod, jacket, monopile, or gravity-based, depending on the support type. In the case of tripod- and jacket-type supports, the structures require precise construction. There are two main methods for installing substructures: post- and pre-piling. The post-piling method involves moving the completed substructure to the site and fixing it to the seabed by inserting a pile into the leg pile and driving it, allowing it to be constructed without special off-shore equipment; however, the construction period is long. Contrarily, the precision of foundation installation can be improved by installing a pre-piling template, which is special equipment that serves as a basic structure, on the seabed in advance, and subsequently inserting substructures. This study presents a new type of underwater pre-piling template and method for achieving optimal construction environment conditions. Construction precision was analyzed based on the wave condition, current speed, winch speed, wave direction, and current direction while the under-water template was anchored to the seabed. It was found that the wave conditions, winch speed, and vessel type had a significant influence. The results obtained considering the Douglas sea scale show that precise construction could only be achieved within Grade 2 for general barge ships, while jack-up barge ships could be used even at Grade 3 or higher. The higher the winch speed, the more stable construction becomes possible, and jack-up barges show greater constructability than general barges.

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Liu, Chun, and Lianbi Yao. "RTK GPS based sea piling engineering: mathematical model and its application." Survey Review 39, no. 305 (July 2007): 193–202. http://dx.doi.org/10.1179/003962607x165168.

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8

Long, James H., John A. Kerrigan, and Michael H. Wysockey. "Measured Time Effects for Axial Capacity of Driven Piling." Transportation Research Record: Journal of the Transportation Research Board 1663, no. 1 (January 1999): 8–15. http://dx.doi.org/10.3141/1663-02.

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9

Ashley Johnson, R. "Piling and deep foundations volume 2." Construction and Building Materials 7, no. 1 (March 1993): 63. http://dx.doi.org/10.1016/0950-0618(93)90032-8.

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10

Li, Xiao Peng, Guang Hui Zhao, Xing Ju, Hao Tian Yang, and Ya Min Liang. "Dynamic Simulation Analysis of the Vibratory Sinking Piling System Based on AMESim." Advanced Materials Research 683 (April 2013): 704–7. http://dx.doi.org/10.4028/www.scientific.net/amr.683.704.

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The dynamic model of pile-soil system has been established, the numerical simulation has been made with AMESim, and the effect of excitation frequency and soil condition on vibration friction characteristics of pile-soil system has been studied in the process of pile driving. Comparing the curves of pile tip resistance and side frictional resistance on different parameters, the influence law of work efficiency has been obtained. With the work, the most efficient exciting frequencies can be obtained, that the efficiency of pile-soil system in civil building construction can be improved.

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11

Stuart, D. Matthew. "Project-Specific Steel Sheet Piling Applications." Practice Periodical on Structural Design and Construction 9, no. 4 (November 2004): 194–201. http://dx.doi.org/10.1061/(asce)1084-0680(2004)9:4(194).

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12

Ashford, Scott A., and Warrasak Jakrapiyanun. "Drivability of Glass FRP Composite Piling." Journal of Composites for Construction 5, no. 1 (February 2001): 58–60. http://dx.doi.org/10.1061/(asce)1090-0268(2001)5:1(58).

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13

Folse, Michael D. "Reliability Analysis for Laterally Loaded Piling." Journal of Structural Engineering 115, no. 5 (May 1989): 1011–20. http://dx.doi.org/10.1061/(asce)0733-9445(1989)115:5(1011).

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14

Iskander, Magued, Ahmed Mohamed, and Moataz Hassan. "Durability of Recycled Fiber-Reinforced Polymer Piling in Aggressive Environments." Transportation Research Record: Journal of the Transportation Research Board 1808, no. 1 (January 2002): 153–61. http://dx.doi.org/10.3141/1808-18.

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15

Goanță, Adrian Mihai, Polidor Bratu, and Nicușor Drăgan. "Dynamic Response of Vibratory Piling Machines for Ground Foundations." Symmetry 14, no. 6 (June 14, 2022): 1238. http://dx.doi.org/10.3390/sym14061238.

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Vibrating technological equipment for the introduction of piles and columns into the ground of construction foundations (named vibratory piling machines) is crucial in the process of building stable and resilient foundations for civil engineering, hydrotechnical construction, special construction (e.g., military constructions), bridges, roads and industrial platforms. During the works carried out by the construction companies in various geographical areas of Romania, particularities of the dynamic technological regimes influenced by the nature of the land were identified at the deep introduction of the construction elements in the form of piles or circular (tubular) columns. The results of applied research, rheological modeling and optimization of vibrating equipment, highlight the need for an analytical approach that takes into account the parametric variations of the elastic and damping characteristics of some categories of soils on the depth of piles or foundation columns. In this context, the paper presents the calculation model with the dynamic response for the vibrating equipment of insertion with disturbing forces of 200–1250 kN for piles or columns with lengths of 10–30 m. The novelty of the research study consists in the linear rheological model, which was adopted in the form of a Maxwell–Voigt–Kelvin schematic of the type (E-V)–(E|V), with a discrete variation in four values for stiffness and damping of the soil, as the piles or columns vibrate and advance in the ground foundation. Practical experience of the authors in the field of using vibrogenerators for the introduction of piles in various types of ground foundations led to the adoption of the rheological model with variable damping coefficients depending on the depth of penetration into the soil. The curves of the dissipated power confirm the experimental data obtained in situ, in accordance with the rheological indoor tests of the different types of soil foundations.

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16

Shao, Yixin, and Jayasiri Shanmugam. "Deflection Creep of Pultruded Composite Sheet Piling." Journal of Composites for Construction 8, no. 5 (October 2004): 471–79. http://dx.doi.org/10.1061/(asce)1090-0268(2004)8:5(471).

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17

Musir, Adhilla Ainun, Nurulzatushima Abdul Karim, Mohd Samsudin Abdul Hamid, Emir Shahreman Dilah, Daliah Hasan, and Mohd Farid Ahmad Majid. "The Piling Installation Vibration Damage Behaviour on Drainage at Construction Site." Civil Engineering and Architecture 9, no. 6 (October 2021): 2011–17. http://dx.doi.org/10.13189/cea.2021.090629.

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18

Xeidakis, G. S., A. Torok, S. Skias, and B. Kleb. "ENGINEERING GEOLOGICAL PROBLEMS ASSOCIATED WITH KARST TERRAINS: THEIR INVESTIGATION. MONITORING, AND MITIGATION AND DESIGN OF ENGINEERING STRUCTURES ON KARST TERRAINS." Bulletin of the Geological Society of Greece 36, no. 4 (January 1, 2004): 1932. http://dx.doi.org/10.12681/bgsg.16679.

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The design and construction of civil engineering structures in karst regions confronts many problems due to unpredictable location, dimensions and geometry of the karst structure and voids. Karst terrain is one of the most intricate grounds to be assessed for civil engineering purposes. Conventional methods of site exploration like desk studies, site reconnaissance, borings, test pits, geophysical techniques, have their advantages and disadvantages; none of them are 100% accurate; therefore they should be used in concert, adapted to each project, the available budget and the undertaken risk. As not two sides are identical in karst, site investigation should be tailored to each site. Factors that should be considered when designing site investigation in karst are: maturity of karst landforms, depth of the karst features, overburden thickness, lateral extent of the karst features, hydrogeology of the area, laoding, etc. The main problems confronted by engineers designing structures on or in karst terrain are: difficulties in excavation and grading the ground over pinnacled rockheads; collapse of the roof over subsurface voids, subsidence of cover soil over sinkhole, difficulties in founding a structure over an irregular or pinnacled rockhead, loss of water from dam reservoirs, pollution of groundwater, etc. A number of solutions have been practiced by engineers to solve these problems like: relocating the structure on a safer site, filling the voids and the fractures with concrete, improving the foundation ground with grouting and/or geogrids, replacing foundation soil, bridging the voids with rigid mats orbeams, using deep foundations (piling, drilled shafts, etc.), minimizing future sinkhole development by controlling surface and ground water, etc.

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19

Wymysłowski, Michał. "Limit States of Shallow Bridge Foundations With Sheet Piling Covers." Baltic Journal of Road and Bridge Engineering 19, no. 1 (March 25, 2024): 162–93. http://dx.doi.org/10.7250/bjrbe.2024-19.632.

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This article presents an analytical method which takes into account the beneficial effects of the sheet piling located around the foundation in the calculations of ULS and SLS of shallow foundations. The analytical method proposed by the author was described in detail on the example of a “theoretical bridge” with the assumed geometry and loads as well as with the assumed subsoil and water conditions under the bridge. The stresses in the subsoil under the foundation and the settlement were determined. The author’s method was also used to calculate the foundation settlement of an “existing bridge” located in Gdańsk (Poland). In both cases, the results were compared with the results obtained using PLAXIS 3D Advanced 2023.1 and additionally with geodetic measurements for “existing bridge”. The author’s proposal was based on the EN 1997-1: Eurocode 7 standard applicable in the European Union. It has original elements that are not included in the cited standard. The proposed method is not the only one that could be used to assess the limit states of shallow foundations with sheet piling cover. However, it is based on the applicable regulations, gives similar results to the results obtained with FEM and geodetic measurements.

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20

Karim, Nurulzatushima Abdul, Adhilla Ainun Musir, Mohd Samsudin Abdul Hamid, Siti Hafizan Hassan, Ahmad Ihsan Qistan Kamarulzaman, and Mohd Farid Ahmad Majid. "The Effect of Vibration Impact from Piling Works to the Surrounding Buildings." Civil Engineering and Architecture 9, no. 5A (September 2021): 101–7. http://dx.doi.org/10.13189/cea.2021.091312.

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21

HODGSON, G. J. "HIGHWAYS AGENCY SPECIFICATION (AUGUST 1994): PILING AND EMBEDDED RETAINING WALLS (SERIES 1600)." Proceedings of the Institution of Civil Engineers - Transport 117, no. 3 (August 1996): 161–67. http://dx.doi.org/10.1680/itran.1996.28626.

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22

Alvarez-Valencia, Daniel, Habib J. Dagher, William G. Davids, Roberto A. Lopez-Anido, and Douglas J. Gardner. "Structural Performance of Wood Plastic Composite Sheet Piling." Journal of Materials in Civil Engineering 22, no. 12 (December 2010): 1235–43. http://dx.doi.org/10.1061/(asce)mt.1943-5533.0000132.

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23

Gilligan, Morgan, Kelli Hunsucker, Sandra Rech, Alyssa Sharma, Rebecca Beltran, Ryan T. White, and Robert Weaver. "Assessing the Biological Performance of Living Docks—A Citizen Science Initiative to Improve Coastal Water Quality through Benthic Recruitment within the Indian River Lagoon, Florida." Journal of Marine Science and Engineering 10, no. 6 (June 16, 2022): 823. http://dx.doi.org/10.3390/jmse10060823.

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Like many estuaries worldwide, the Indian River Lagoon (IRL), has seen a decline in resources and overall water quality due to human activities. One method to help restore water quality and benthic habitats is to construct and deploy oyster restoration mats on dock pilings, known as the Living Docks program. This community-driven program was founded to promote the growth of filter-feeding benthic organisms and improve local water quality. The purpose of this study was to assess the growth and performance at four of the Living Dock locations and to provide feedback to the citizens who were involved in the initial process and deployments. Four docks were biologically assessed for temporal changes during three-time points throughout the year, as denoted by changes in temperature in October, February, and June. The back of each mat was also analyzed for organism cementation to the piling. The presence of filter-feeding organisms was found to vary both spatially and temporally, especially for the eastern oyster (Crassostrea virginica), encrusting bryozoan (Schizobrachiella verrilli), sponges (Demospongiae), and barnacles (Amphibalanus amphitrite, Amphibalanus eburneus). A greater diversity in the sessile benthic flora and fauna was seen during the June sampling period. Cementation on the pilings was due to a combination of barnacles and sponge growth. Cementation was observed to increase from October and decrease for all but one dock for the June sampling period. The results demonstrate this restoration project to be successful in promoting the growth of benthic organisms, while also providing understanding into seasonal trends amongst species. Hopefully, the positive output will encourage more community members and citizen scientists to participate in the ongoing effort to help restore water quality in the IRL.

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Shdid, Caesar Abi, Marcus H. Ansley, and H. R. Hamilton. "Visual Rating and Strength Testing of 40-Year-Old Precast Prestressed Concrete Bridge Piling." Transportation Research Record: Journal of the Transportation Research Board 1975, no. 1 (January 2006): 2–9. http://dx.doi.org/10.1177/0361198106197500101.

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Iskander, Magued G., and Moataz Hassan. "Accelerated Degradation of Recycled Plastic Piling in Aggressive Soils." Journal of Composites for Construction 5, no. 3 (August 2001): 179–87. http://dx.doi.org/10.1061/(asce)1090-0268(2001)5:3(179).

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Iskander, Magued G., and Anna Stachula. "Wave Equation Analyses of Fiber-Reinforced Polymer Composite Piling." Journal of Composites for Construction 6, no. 2 (May 2002): 88–96. http://dx.doi.org/10.1061/(asce)1090-0268(2002)6:2(88).

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27

O'Regan, Chris. "Technical Guidance Note (Level 2, No. 16): Design of reinforced concrete bored piles." Structural Engineer 96, no. 3 (March 1, 2018): 24–28. http://dx.doi.org/10.56330/zurt9791.

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Piled foundations are one of the first aspects of scheme design a structural engineer needs to consider during a project's development. It is at this crucial stage that, without any specialist input, the structural engineer must make recommendations based on the typically limited knowledge they have on the subject. This Technical Guidance Note describes the method by which bored piles are designed using the current UK codes of practice, i.e., BS EN 1997 (Eurocode 7). It explains how to interpret soil conditions and design piles to match what has been discovered following a site investigation. The note does not address the types of piling systems that are available, nor the technical issues concerning their installation; these questions are covered in Technical Guidance Note Level 1, No. 23 Introduction to piling. The note explains how to design what is essentially a buried column of concrete to resist forces from the superstructure that are applied to it. It concerns the design of a single pile and not one that is part of a group. For information on how grouped piles differ in their design approach, the reader is directed to Cl. 6.3.3 of BS 8004:2015. (This article was update on 9 March 2018 to correct an error in Table 6.)

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Ward, M. J., A. Thorpe, A. D. F. Price, and C. Wren. "SHERPA: Mobile Wireless Data Capture for Piling Works." Computer-Aided Civil and Infrastructure Engineering 18, no. 4 (July 2003): 299–312. http://dx.doi.org/10.1111/1467-8667.00319.

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Jeldes, Isaac A., Eric C. Drumm, Richard M. Bennett, and Nikola Zisi. "Piling Framed Concrete Retaining Wall: Design Pressures and Stability Evaluation." Practice Periodical on Structural Design and Construction 20, no. 3 (August 2015): 04014041. http://dx.doi.org/10.1061/(asce)sc.1943-5576.0000241.

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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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Guan, Dong, Nan Yang, Jerry Lai, Ming-Fung Francis Siu, Xingjian Jing, and Chi-Keung Lau. "Kinematic modeling and constraint analysis for robotic excavator operations in piling construction." Automation in Construction 126 (June 2021): 103666. http://dx.doi.org/10.1016/j.autcon.2021.103666.

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Biggar, K. W., D. C. Sego, and M. M. Noël. "Laboratory and field performance of high alumina cement-based grout for piling in permafrost." Canadian Journal of Civil Engineering 20, no. 1 (February 1, 1993): 100–106. http://dx.doi.org/10.1139/l93-011.

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A grout for use in pile installation in permafrost is described. The high alumina cement (Ciment Fondu) based grout cures by rapidly evolving heat which maintains it above 0 °C until it hydrates and hardens. The laboratory development program of the mix design along with the cement admixtures which allows the grout to cure at temperatures as low as −10 °C and to remain workable during field use is reviewed. The development of installation procedures for the grout during construction of short range radar foundations is described along with field measurements of the compressive strength and the temperature profiles of the grout after placement in permafrost as cold as −14 °C. The Ciment Fondu grout performed according to the design requirement of hardening without freezing in permafrost colder than −10 °C during the installation of about 2000 piles for part of the short range radar project. Key words: permafrost, grout, laboratory, field, installation procedure, mix design.

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Liu, Xiaomin, Yonggang Xiao, Junlong Zhou, Longbo Ge, and Ziwen Song. "Research on Dynamic Pile-Driving Formula Parameters and Driving Feasibility of Extra-Long PHC Pipe Piles." Buildings 13, no. 5 (May 16, 2023): 1302. http://dx.doi.org/10.3390/buildings13051302.

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Prestressed high-strength concrete (PHC) pipe pile has the advantages of high single pile bearing capacity, a wide range of applications, good driving resistance, fast construction speed, etc. It has been widely used in high-rise buildings, bridges, ports, and other industries. The application of extra-long PHC pipe piles with a length of more than 50 m is increasing. However, there are few studies on the drivability and hammering criteria of extra-long PHC piles. To analyze the drivability of extra-long piles and predict their bearing capacity, in this paper, high-strain dynamic tests were carried out on 14 test sections with the pile foundation of Temburong Bridge in Brunei as the research background. The hammer stop control criteria calculated according to the Hiley formula would lead to excessive hammering. Three types of damage occurred during construction: pile shaft breakage, weld tearing, and pile head breakage. The weight and drop height of the piling hammer selected for this project were appropriate, and the extra-long test piles can be hammered to the design depth. The values of Cp (Compression of the pile) and n (the efficiency of the blow) were fitted based on the dynamic test data, which provided a more accurate reference for the selection of subsequent piling parameters of the project. It provides a more accurate calculation method for predicting the bearing capacity of extra-long PHC piles and provides control criteria for pile stopping and a scientific basis for their design and construction.

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M. Teguh, Colin Duffield, Priyan Mendis, and G.L. Hutchinson. "Seismic performance of pile-to-pile cap connections: An investigation of design issues." Electronic Journal of Structural Engineering 6 (January 1, 2006): 8–18. http://dx.doi.org/10.56748/ejse.654.

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Damage in recent earthquakes has resulted in the design of pile foundation systems becoming more conservative, particularly pile-to-pile cap connections. However, the application of current international design practice results in pile cap joint details having congested steel reinforcement in the pile cap and this is extremely difficult to construct in accordance with the designers recommendations. The formation of plastic hinges in the piles remains a serious risk. A review of critical design issues and former research investigations into the soil-structure interaction of pile systems and the findings of a three-dimensional, nonlinear finite element analysis of the system is reported. Significant gaps have been identified between current practice and the performance of piling systems when subjected to seismic events. Preliminary findings indicate potential for alternate connection details to improve performance under seismic action. The paper concludes with a concise summary of current state-of-the-art design approaches and details further research requirements.

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Bozorg-Haddad, Amir, Magued Iskander, and Yufan Chen. "Compressive strength and creep of recycled HDPE used to manufacture polymeric piling." Construction and Building Materials 26, no. 1 (January 2012): 505–15. http://dx.doi.org/10.1016/j.conbuildmat.2011.06.051.

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Thandavamoorthy, T. S. "Piling in fine and medium sand—a case study of ground and pile vibration." Soil Dynamics and Earthquake Engineering 24, no. 4 (June 2004): 295–304. http://dx.doi.org/10.1016/j.soildyn.2003.12.005.

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Wang, Xiangying. "Field Test Investigation of the Pile Jacking Performance for Prefabricated Square Rigid-Drainage Piles in Saturated Silt Sandy Soils." Advances in Civil Engineering 2019 (December 13, 2019): 1–11. http://dx.doi.org/10.1155/2019/4587929.

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The rigid-drainage pile, designed to accelerate the dissipation of excess pore water pressure around the pile, is a new type of pile that combines the bearing capacity of ordinary rigid piles and the draining capacity of gravel piles. Field tests of these new piles were performed for the first time at a construction site in the new campus of Jiangyin No. 1 High School. Numerous parameters were observed for the test piles in many trials, including the excess pore water pressures, horizontal soil pressures, and displacements. At the measuring position at 0.6 m from the pile center, the rigid-drainage pile dissipates 70% of the peak excess pore water pressure in 1000 s, whereas the ordinary pile requires nearly 4000 s to dissipate the identical amplitude. The field test results clearly demonstrate that the rigid-drainage pile can reduce the amplitude of the peak pressure caused by piling in the liquefiable layer, quickly dissipate the excess pore water pressure, reduce the loss of effective stress in the soil surrounding the pile, and maintain the foundation stability.

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Attwooll, William J., D. Holloway, Kyle M. Rollins, Melvin I. Esrig, Si Sakhai, and Dan Hemenway. "Measured Pile Setup During Load Testing and Production Piling: I-15 Corridor Reconstruction Project in Salt Lake City, Utah." Transportation Research Record: Journal of the Transportation Research Board 1663, no. 1 (January 1999): 1–7. http://dx.doi.org/10.3141/1663-01.

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Wen, Dan-Yang, Min Wan, Yuan-Yuan Ren, Wei-Hong Zhang, and Yun Yang. "Material piling up and spreading effects in the cutting processes with small feed rates." Mechanical Systems and Signal Processing 171 (May 2022): 108839. http://dx.doi.org/10.1016/j.ymssp.2022.108839.

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Abdul Q, Muhammad Ali Hasymi, Budi Witjaksana, and Hanie Teki Tjendani. "DESIGN REVIEW ANALYSIS OF THE USE OF STONE HEAPS FROM STONE EXCAVATIONS IN THE PROBOLINGGO – BANYUWANGI TOLL ROAD CONSTRUCTION PROJECT SECTION 3." International Journal on Advanced Technology, Engineering, and Information System (IJATEIS) 3, no. 1 (January 19, 2024): 155–66. http://dx.doi.org/10.55047/ijateis.v3i1.998.

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In constructing a toll road, the road structure will be carried out by constructing embankments on the road. However, in practice it often causes elevation differences between the two land surfaces, thereby increasing the risk of landslides. The objectives of the research are 1) Identifying the impact if Common Borrow Material (CBM) embankment work is replaced by rock embankment from excavation results, 2) Determine the value engineering process steps related to completing alternative design selection if there are differences between the actual Detailed Engineering Design in the field and 3) Determine the strategy and design optimization for volume differences which have implications for additional costs and project implementation time. The research uses a combination of quantitative and qualitative research methods. The data analysis technique is carried out using the Zero-one and Cost Analysis methods. The research results prove that 1) Implementation of the design review method for changes in common borrow material dumping work requires innovation to reduce cost elements and match performance and quality. 2) Solving problems using the design review method in the civil works construction phase where the Detail Engineering Design and actual field conditions have different stages of value engineering analysis. 3) Based on function analysis to optimize cost savings for work items using design review, a Preliminary Design according to DED Rp. 4,068,258,782,670 and Design after RE Rp. IDR 3,987,286,153,268 so the cost reduction after implementing the design review for the work of piling stones from stone excavation results is IDR 80,972,629,402.

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Mata, Pedro, Paula F. Silva, and Fernando F. S. Pinho. "Risk Management of Bored Piling Construction on Sandy Soils with Real-Time Cost Control." Infrastructures 6, no. 5 (May 20, 2021): 77. http://dx.doi.org/10.3390/infrastructures6050077.

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In a global society, in which geotechnical projects are increasingly designed in a country other than the one where construction takes place, geotechnical risk management must be extended to cover infrastructure works, which are smaller than dams and tunnels, for example, since there is a significant impact on works budget imponderables. Therefore, a risk management methodology based on the likelihood of the occurrence of certain events and their economic consequences is proposed, which is applicable to bored piles (Kelly drilled) in coarse soils, easy to use, and simple to implement since the initial stage of construction. Of 12 case studies of construction works involving bored piles (Kelly drilled) carried out in Luanda (Angola), two selected examples involving the proposed risk methodology on sandy soil layers with interbedded clays are discussed. Subsequently, whether the overall foundation contract budget is affected by assessed risk is determined, and what influence it has on the budget in the light of mitigating factors and associated real costs. This method intended to encourage the adaptation of sustainable risk management in bored piles construction by the site project managers, involving risk analysis concurrently with budgetary review. Though the level of assessed technical risk may be acceptable, overall costs associated with the contract in question may not be acceptable.

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Chi, Nguyen Mai, Hoang Viet Hung, Akihiko Wakai, Go Sato, and Nguyen Ha Phuong. "The Helical Anchor Type with Application as a Horizontal Drainage Equipment for Slope Protection." Journal of Disaster Research 16, no. 4 (June 1, 2021): 495–500. http://dx.doi.org/10.20965/jdr.2021.p0495.

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Helical anchors, sometimes referred to as screw anchors, screw piles, and helical piles, are a steel screw-in piling and ground anchoring system used for building deep foundations. Screw piles are manufactured using varying sizes of tubular hollow sections for the pile or anchor shaft. This paper presents an innovation of the helical anchor for horizontal drains, a form of subsurface drainage systems for slope protection. To address the adverse effect of groundwater, an expansion of the application of the helical anchor structure in civil engineering is needed, and new drainage solutions are being considered. The features of the helical anchor type for horizontal drainage equipment, analyses of some of its advantages, and conditions of application are presented. Generally, a helical anchor for horizontal drainage is convenient for installation, maintenance, or removal, and is effective for both horizontal drainage and for anchoring the revetment. It is also a typical construction in drainage works, generally performed by a cranking handle or a rotary-percussion-type drilling machine. The helical anchor pipe for horizontal drainage has many segments with joints using a cranking hand for installation and is quite effective where the installation space is narrow or there is no machine. In particular, the installation of this equipment differs significantly from other drilling methods because it can be driven into a sand layer without a hole wall.

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Tsetas, Athanasios, Apostolos Tsouvalas, and Andrei V. Metrikine. "Installation of Large-Diameter Monopiles: Introducing Wave Dispersion and Non-Local Soil Reaction." Journal of Marine Science and Engineering 9, no. 3 (March 12, 2021): 313. http://dx.doi.org/10.3390/jmse9030313.

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During the last decade the offshore wind industry grew ceaselessly and engineering challenges continuously arose in that area. Installation of foundation piles, known as monopiles, is one of the most critical phases in the construction of offshore wind farms. Prior to installation a drivability study is performed, by means of pile driving models. Since the latter have been developed for small-diameter piles, their applicability for the analysis of large-diameter monopiles is questionable. In this paper, a three-dimensional axisymmetric pile driving model with non-local soil reaction is presented. This new model aims to capture properly the propagation of elastic waves excited by impact piling and address non-local soil reaction. These effects are not addressed in the available approaches to predict drivability and are deemed critical for large-diameter monopiles. Predictions of the new model are compared to those of a one-dimensional model typically used nowadays. A numerical study is performed to showcase the disparities between the two models, stemming from the effect of wave dispersion and non-local soil reaction. The findings of this numerical study affirmed the significance of both mechanisms and the need for further developments in drivability modeling, notably for large-diameter monopiles.

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Hazelwood, Richard, and Patrick Macey. "Noise Waveforms within Seabed Vibrations and Their Associated Evanescent Sound Fields." Journal of Marine Science and Engineering 9, no. 7 (July 2, 2021): 733. http://dx.doi.org/10.3390/jmse9070733.

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While the effects of sound pressures in water have been studied extensively, very much less work has been done on seabed vibrations. Our previous work used finite element modeling to interpret the results of field trials, studying propagation through graded seabeds as excited by impulsive energy applied to a point. A new simulation has successfully replicated further features of the original observations, and more field work has addressed other questions. We have concentrated on the water-particle motion near the seabed, as this is well known to be critical for benthic species. The evanescent pressure sound fields set up as the impulsive vibration energy passes are expected to be important for the local species, such as crabs and flatfish. By comparison with effects occurring away from boundaries, these seismic interface waves create vigorous water-particle motion but proportionately less sound pressure. This comparative increase ratio exceeds 12 for unconsolidated sediment areas, as typically used for piling operations.

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Keskinen, Erno, Sirpa Launis, Michel Cotsaftis, and Yrjo Raunisto. "Performance Analysis of Drive-Line Steering Methods in Excavator-Mounted Sheet-Piling Systems." Computer-Aided Civil and Infrastructure Engineering 16, no. 4 (July 2001): 229–38. http://dx.doi.org/10.1111/0885-9507.00228.

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Zhou, Jialin, Jianwei Zhang, Yuzhuo Wang, and Erwin Oh. "Field Static Load Tests of Post-Grouted Piles under Various Failure Conditions." Advances in Civil Engineering 2020 (August 13, 2020): 1–18. http://dx.doi.org/10.1155/2020/8832579.

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In practice, inappropriate test set-up and design will result in pile eccentricity, reducing pile bearing capacity. Also, inappropriate piling will reduce the strength of the upper part of concrete. These pile elements under inappropriate design and construction are easy to be overlooked since they are invisible. Because the research focuses on the pile failure behaviour under different conditions, this paper aims to determine the outcomes of pile foundation under eccentric loading, pile with inadequate concrete strength, and pile with punching failure. Four concrete piles were cast, and compressive static load tests (SLTs) were performed. The top part of the first pile was cast with inadequate concrete strength. The other two piles were cast with achieved concrete strength; however, one of these applied with eccentric loading. The third pile was the standard pile, and the fourth pile was tested until punching failure occurred. For the fourth pile, the T-Z method was used for determining the failure characteristics. It is discovered that, for the pile with inadequate concrete strength, the cracks occurred at the pile head, and the concrete crushed at 0.9–1.2 m below the ground; for the pile suffering eccentricity, the partial concrete crushed, and the concrete from the opposite side suffered tension fracture; for the pile suffering punching failure, the crack on the soil extends up to 50 mm. Traditional result presentations and interpretations were also provided. Furthermore, it was found that, for the pile suffering punching failure, the shaft resistance increased as the loads increased, and after the loading achieved the maximum resistance, the loading transferred to the pile tip and finally led to the destruction of the pile-soil system.

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Krasiński, Adam, and Mateusz Wiszniewski. "Identification of residual force in static load tests on instrumented screw displacement piles." Studia Geotechnica et Mechanica 43, no. 4 (December 1, 2021): 438–51. http://dx.doi.org/10.2478/sgem-2021-0025.

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Abstract Occurrence of the so-called residual force of an unknown value significantly disturbs interpretation of static load tests performed on piles equipped with additional measuring instruments. Screw displacement piles are the piling technology in which the residual force phenomenon is very common. Its formation mechanism is closely related to the installation method of this type of piles, which initiates generation of negative pile skin friction without any additional external factors. Knowledge of the value and distribution of a residual force (trapped in a pile shaft before starting the load test) is a necessary condition for the proper interpretation of instrumented pile test results. In this article, a clear and easy-to-use method of residual force identification, based on the analysis of shaft deformations recorded during pile unloading is presented. The method was successfully verified on two pile examples and proved to be effective and practical.

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Corvaro, Sara, Carlo Lorenzoni, Alessandro Mancinelli, Francesco Marini, and Stefania Rocchi. "Hydraulic Performance of Geotextile Sand Containers for Coastal Defenses." Journal of Marine Science and Engineering 10, no. 9 (September 18, 2022): 1321. http://dx.doi.org/10.3390/jmse10091321.

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Laboratory experiments were performed in the wave flume of the Laboratorio di Idraulica e Costruzioni Marittime of the Università Politecnica delle Marche (Ancona, Italy) to study the hydrodynamic performance of coastal protection structures made of a new type of geotextile sand containers (GSCs). Such structures are used as softer and flexible alternatives to traditional hard coastal defenses made of concrete or rubble mound material. The GSC structures can also be used as temporary coastal protections during the winter period. The physical model reproduced two main configurations: in the former one, the GSCs were used as coastal revetments with three different slopes. In the latter one, the GSCs were applied to make detached submerged breakwaters with different submergences and berm widths. The geometric scale of the models was 1:10, and the weight of each GSC in the prototype was 5 t. The geotextile material of the containers and the wave characteristics were reproduced by using the Reynolds and the Froude similarity criteria, respectively. Reflection coefficients and hydraulic stability behaviors for the revetments, as well as transmission coefficients and piling-up amount for breakwaters, were obtained.

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Becker, N. K., H. R. Patterson, and J. A. McCorquodale. "Design and construction of a 3 km (2 mi) long shoreline protection system for the City of Luna Pier." Canadian Journal of Civil Engineering 13, no. 3 (June 1, 1986): 301–9. http://dx.doi.org/10.1139/l86-042.

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In 1982, N.K. Becker & Associates Ltd. designed a precast concrete flood protection and beach restoration system for the 3 km (2 mi) long Lake Erie shoreline of the City of Luna Pier, Michigan. The construction of these works, which included beach sills, shorewalls, and a marina basin, was completed in 1984.The shorewall system is unique in that it was designed of interconnected, open-ended, earth-filled, thin-walled precast concrete cylinders, placed on-end and in-line to form a continuous wall. This seawall design was selected by the City of Luna Pier over alternative systems because it was estimated to cost 50% less than conventional steel sheet piling or cast-in-place concrete systems.During the final design, hydraulic model tests were carried out at both the University of Michigan and the University of Windsor to study the uprush, scour, longshore transport, and wave pressure characteristics of the proposed system. The methods used to design this economical and functional flood protection system are presented along with an analysis of its performance to date. Key words: beach, beach sill, flushing, hydraulic model testing, ice, longshore drift, overtopping, precast cellular concrete wall system, scour, shorewall, uprush, water levels, waves, wave deflector.

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Raja, Sami Ullah, Henrik Landergren, and Robert Thurner. "Using various geotechnical techniques for challenging conditions at the West Link project." Geomechanics and Tunnelling 16, no. 6 (November 2023): 680–91. http://dx.doi.org/10.1002/geot.202300029.

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AbstractThe city of Gothenburg in western Sweden is currently experiencing the construction of one of the biggest infrastructure projects in the country – The West Link (Västlänken). The West Link is an 8 km double‐track railway project, of which 6 km will be through underground tunnels with two new stations, Haga and Korsvägen, and construction of a bigger Central station. The construction of the project began in May 2018 and the finalization is expected in 2026. The project is split into five different sections which were awarded and are being executed individually. The widely varied geological profile of the area consisting of weak‐to‐very weak clay and silty‐sandy‐gravelly moraine along with challenging local conditions like existing waterways, traffic routes, and buildings requires a range of soil improvements and shoring system solutions suiting the local conditions. Some techniques executed by Keller include dry deep soil mixing (DDSM) to stabilize the quick clay to facilitate excavation, jet grouting for water sealing, excavation support in addition to soil improvement purposes, uplift piles over a flowing river, drilled steel piles at the bottom of excavation pit as foundation support, drilled steel pile wall, and sheet piling. Apart from technical challenges, the West Link has strong focus on adopting sustainable solutions like methods to reduce disposal of wet masses from jet grouting. A team of experts of design and execution from different parts of the world is working together to make it a success story.

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Journal articles on the topic 'Piling (Civil engineering)'

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