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Автор: Grafiati
Опубліковано: 11 вересня 2023

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Статті в журналах з теми "CYCLIC PILE LOAD"

1

Li, Zheming, Malcolm D. Bolton, and Stuart K. Haigh. "Cyclic axial behaviour of piles and pile groups in sand." Canadian Geotechnical Journal 49, no. 9 (September 2012): 1074–87. http://dx.doi.org/10.1139/t2012-070.

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Анотація:
Piled foundations are often subjected to cyclic axial loads. This is particularly true for the piles of offshore structures, which are subjected to rocking motions caused by wind or wave actions, and for those of transport structures, which are subjected to traffic loads. As a result of these cyclic loads, excessive differential or absolute settlements may be induced during the piles’ service life. In the research presented here, centrifuge modelling of single piles and pile groups was conducted to investigate the influence of cyclic axial loads on the performance of piled foundations. The influence of installation method was investigated and it was found that the cyclic response of a pile whose jacked installation was modelled correctly is much stiffer than that of a bored pile. During displacement-controlled axial load cycling, the pile head stiffness reduces with an increasing number of cycles, but at a decreasing rate; during force-controlled axial load cycling, more permanent settlement is accumulated for a bored pile than for a jacked pile. The performance of individual piles in a pile group subjected to cyclic axial loads is similar to that of a single pile, without any evident group effect. Finally, a numerical analysis of axially loaded piles was validated by centrifuge test results. Cyclic stiffness of soil at the base of pre-jacked piles increases dramatically, while at base of jacked piles it remains almost constant.
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2

Mahmood, Aseel Kahlan, and Jasim M. Abbas. "The Effect of Vertical Loads and the Pile Shape on Pile Group Response under Lateral Two-Way Cyclic Loading." Civil Engineering Journal 5, no. 11 (November 3, 2019): 2377–91. http://dx.doi.org/10.28991/cej-2019-03091418.

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This paper is presented the lateral dynamic response of pile groups embedded in dry sand under influence of vertical loads and the pile shape in-group, which are subjected to the lateral two-way cyclic loads. The laboratory typical tests with pile groups (2×1) have an aluminum-pipe (i.e. circular, square) pile, embedded length to diameter of pile ratio (L/D=40) and spacing to diameter ratio (S/D) of 3, 5, 7 and 9 are used with different cyclic-load ratio (CLR) 0.4, 0.6 and 0.8. The experimental results are revealed that both the vertical and lateral pile capacity and displacement is significantly affected by the cyclic-loading factors i.e. (number of cycles, cyclic load ratio, and shape of pile) .In this study, important design references are presented. Which are explained that the response of the pile groups under cyclic lateral loading are clear affected by the attendance of vertical load and pile shape. Where, it is reduction the lateral displacement of group piles head and increase lateral capacity about (50) % compared without vertical loads. On the other side, the pile shape is a well affected to the pile response where the level of decline in lateral displacement at the pile groups head in the square pile is more than circular pile about 20 % at the same load intensity.
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3

Briaud, Jean-Louis, and Guy Y. Felio. "Cyclic axial loads on piles: Analysis of existing data." Canadian Geotechnical Journal 23, no. 3 (August 1, 1986): 362–71. http://dx.doi.org/10.1139/t86-051.

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A data base is collected to study the behavior of piles in clay under cyclic axial loads generated by ocean waves. The data base includes 9 studies on the cyclic behavior of clay samples in laboratory tests, 10 studies on cyclic model pile load tests in clay, and 16 studies on cyclic full-scale pile load tests in clay of which 4 studies are proprietary. First, general conclusions are drawn from inspection of these studies. Then a power law model is used to quantify the soil stiffness degradation as the number of cycles increases. The parameter for the model is back-figured for each case of the data base and general trends are observed. Key words: pile load tests, cyclic loads, laboratory tests, clay.
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4

Liang, Haian, Hao Zeng, Kaiwei Cao, Chao Liu, and Xinjun Cheng. "Analysis of Cumulative Damage Characteristics of Long Spiral Belled Pile under Horizontal Cyclic Loading at Sea." Shock and Vibration 2021 (November 9, 2021): 1–20. http://dx.doi.org/10.1155/2021/2667545.

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In order to study the cumulative damage and failure characteristics of long spiral belled pile under horizontal cyclic loading of offshore wind and waves, a series of indoor experiments on single piles under horizontal cyclic load were carried out. The cycle times as well as load amplitude at the same frequency were considered during the horizontal pseudo-static cyclic tests. On the basis of the distribution of pile deflection, bending moment, and Earth pressure around the pile, the pile-soil interaction was comprehensively discussed. The cumulative energy dissipation characteristics were introduced to describe the damage of test piles. Meanwhile, the effects of load amplitude and cycle times on the cumulative damage of long spiral belled piles were discussed. A power function model for energy dissipation coefficient prediction under multi-stage cyclic load was proposed. The results show that the horizontal peak bearing capacity of long spiral belled pile is increased by 57.2% and 40.4%, respectively, as compared with the straight pile and belled pile under the same conditions. The horizontal displacement mainly occurs at the upper part of the pile. Under the condition of limited cyclic times, the load amplitude has more significant effect on the bearing characteristics of the long spiral belled pile. In contrast to the straight pile and belled pile, the long spiral belled pile has better energy dissipation capacity, and the rank of the energy dissipation capacity of these three piles is long spiral belled pile > belled pile > straight pile. The power function model can well reflect the cumulative damage characteristics of long spiral belled pile under horizontal cyclic loading, and there is a good linear relationship between power function model parameters and load amplitude. The energy dissipation coefficient of long spiral belled pile with diverse cycle times at different mechanical stages of test pile is analysed. Then, the recommended power function model parameters according to different failure stages are proposed. The verification example indicates that the prediction results are close to the measured values with a calculation error of 22%. The prediction model can provide a certain reference for the application of long spiral belled pile in marine structures.
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5

Prasad, Y. V. S. N., and S. Narasimha Rao. "Pullout behaviour of model pile and helical pile anchors Subjected to lateral cyclic loading." Canadian Geotechnical Journal 31, no. 1 (February 1, 1994): 110–19. http://dx.doi.org/10.1139/t94-012.

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This paper presents the effect of lateral cyclic loading on the pullout capacity of model and helical piles in clayey soil. The tests were conducted on short rigid model piles in the laboratory in three phases, namely lateral static load tests, lateral cyclic load tests, and vertical pullout tests. From the test results it was found that the lateral cyclic loading affects the pullout capacity of piles substantially. Reduction in pullout capacity mainly depends upon the lateral deflection of the pile during cyclic loading and the embedment ratio of the pile. This reduction in the pullout capacity of model piles is presented in terms of nondimensional parameters, viz., degradation factor, lateral deflection ratio, and embedment ratio of pile. However, in the case of helical piles under similar conditions, it was found that the lateral cyclic loading has very little influence on the pullout capacity. The reasons for the better performance of helical piles over ordinary piles are explained. Key words : clay, degradation factor, helical pile, lateral cyclic loading, lateral deflection, Joading level, pile, pullout capacity.
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6

Satar, M. H. Mohd, A. Marto, and B. A. Othman. "Settlement behaviour of geothermal energy pile under cyclic thermo-axial loads." IOP Conference Series: Earth and Environmental Science 1103, no. 1 (November 1, 2022): 012030. http://dx.doi.org/10.1088/1755-1315/1103/1/012030.

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Анотація:
Geothermal energy pile (GEP) foundation is a new type of sustainable geostructure that can be used as an alternative solution to the energy demand for heating and cooling of built structures. However, due to limited information of this system, the installed piles have generally been over-designed to lower the risk of the system failing. This paper presents the findings of the research carried out to evaluate the performance of laboratory scaled GEP model (model pile) under the effects of the cyclic thermal loads on the settlement behaviour of the model pile with and without the application of axial load. A small-scale model pile of 19 mm diameter and 300 mm length (150 mm embedded length) was used in the experimental work while kaolin was chosen as the model soil. The model soil was compacted at 90% maximum dry density (1.4625 Mg/m3) with optimum moisture content (17%) to obtain ‘firm’ consistency, in a container of 450 mm height and 270 mm diameter. Strain gauges were installed along the pile to monitor the temperature. The ultimate load, Qu of model pile was determined as 480 N. It is found that two cycles of thermal load decreased the settlement; the higher the values, the lower the settlement due to pile expansion and soil heaves. For thermo-axially loaded pile with two cycles of thermal load, the reduction was not significant as the effect of settlement due to axial load had caused much more settlement. For the thermo-axial loads of 50°C-100 N, 17% of the settlement at failure, sf occurred after the application of axial load. When two cycles of thermal load were applied from 29°C to 50°C, the settlement occurred reduced to 16%sf. From this study it can be concluded that the effect of two cycles of cyclic thermal loads from 29°C to 50°C on pile subjected to 21% of Qu in firm clay, is negligible. The pile could function satisfactorily as designed. However, the application of higher axial loads and cycles of thermal load may need to be studied as it could potentially cause hazard to the building due to the excessive pile settlement.
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7

El Sharnouby, M. M., and M. H. El Naggar. "Field investigation of axial monotonic and cyclic performance of reinforced helical pulldown micropiles." Canadian Geotechnical Journal 49, no. 5 (May 2012): 560–73. http://dx.doi.org/10.1139/t2012-017.

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Helical piles are used increasingly to support new and existing foundations. This paper presents a field study on the axial monotonic and cyclic behaviour of steel fibre–reinforced helical pulldown micropiles. Test piles consisted of a round corner square helical pile with three helices attached to it, and a steel fibre–reinforced grout shaft. To assess the grout shaft contribution, one helical pile without a grout shaft was tested. Piles were instrumented with strain gauges to evaluate the load-transfer mechanism. This paper discusses the load–displacement response of this pile system, and load-sharing mechanism between the grout shaft and lead section. The study shows that the grout shaft significantly improves the helical pile axial performance. It was found that the load-transfer mechanism within the lead section is through individual bearing of each helix. Also, the findings demonstrate that the behaviour of this pile system is satisfactory under one-way cyclic loading conditions. The results suggest that the reinforced helical pulldown micropile is a viable deep foundation option for axial monotonic and one-way cyclic loading applications.
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8

Lu, Yiwei, Hanlong Liu, Changjie Zheng, and Xuanming Ding. "Experimental Study on the Behavior of X-Section Pile Subjected to Cyclic Axial Load in Sand." Shock and Vibration 2017 (2017): 1–9. http://dx.doi.org/10.1155/2017/2431813.

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Анотація:
X-section cast-in-place concrete pile is a new type of foundation reinforcement technique featured by the X-shaped cross-section. Compared with a traditional circular pile, an X-section pile with the same cross-sectional area has larger side resistance due to its larger cross-sectional perimeter. The behavior of static loaded X-section pile has been extensively reported, while little attention has been paid to the dynamic characteristics of X-section pile. This paper introduced a large-scale model test for an X-section pile and a circular pile with the same cross-sectional area subjected to cyclic axial load in sand. The experimental results demonstrated that cyclic axial load contributed to the degradation of shaft friction and pile head stiffness. The dynamic responses of X-section pile were determined by loading frequency and loading amplitude. Furthermore, comparative analysis between the X-section pile and the circular pile revealed that the X-section pile can improve the shaft friction and reduce the cumulative settlement under cyclic loading. Static load test was carried out prior to the vibration tests to investigate the ultimate bearing capacity of test piles. This study was expected to provide a reasonable reference for further studies on the dynamic responses of X-section piles in practical engineering.
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9

Zhu, Zhao-rong, Wei Guan, Kan Han, Hong-gang Wu, Shou-quan Zhao, and Xu Liu. "Experimental Study on the Dynamic Characteristics of a New Long-Short Pile Composite Foundation under Long-Term Train Load." Shock and Vibration 2023 (January 30, 2023): 1–16. http://dx.doi.org/10.1155/2023/7032053.

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Long-short pile composite foundation (PC-LSPCF) composed of part-screw pile and cement-soil compaction pile is a new railway foundation treatment method, which has been widely used in high-speed railway construction projects in China. To explore the dynamic characteristics and deformation characteristics of railway PC-LSPCF under long-term train loads, the dynamic characteristics of long piles, short piles, and soil between piles under long-term train loads are tested by an indoor dynamic model test. The dynamic amplification of pile and soil under dynamic load and the temporal and spatial distribution of peak response are analyzed, and the stress and deformation development mechanism of PC-LSPCF under cyclic loading of large-cycle trains is revealed. The results show that the neutral point of the long pile is at 1/2 of the pile length and that of the short pile is at 3/8 of the pile length. The part-screw pile has a certain absorption effect on vibration energy. The deformation of a long-short pile composite foundation under long-term train loads can be divided into three stages: extreme growth, transition, and stability. The train speed is negatively correlated with the cumulative settlement of the long-short pile composite foundation. The higher the train speed, the smaller the cumulative settlement, and the smaller the number of cycles of the N-S curve entering the gentle period. As the number of train cyclic loads increases, the load-sharing relationship of the long pile-short pile-soil system will be redistributed. The research results have important reference significance for the optimization design of high-speed railway foundation treatment.
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10

Liu, Kaifu, Yiguo Yang, Lei Wang, Jiapei Xu, and Xinyu Xie. "Experimental Investigation of Geosynthetic-Reinforced Pile-Supported Composite Foundations under Cyclic Loading." Advances in Civil Engineering 2020 (December 17, 2020): 1–11. http://dx.doi.org/10.1155/2020/8886131.

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Анотація:
A series of model tests were conducted in this study to investigate the deformation characteristics of geosynthetic-reinforced pile-supported (GRPS) composite foundations under cyclic loading. The effects of the applied load, the number of geogrid layers, and types of piles on the performance of the GRPS composite foundation were studied through 1g physical models of composite foundation with well-planned instrumentation. Furthermore, a numerical fitting method was used to assess the relationship between the foundation settlement and the number of load cycles. The results show that with the increase in the magnitude of cyclic load and the number of load cycles, the settlement of GRPS composite foundations and the strain of the pile and geogrid increased accordingly. Adding rigid piles and increasing the number of geogrid layers both could reduce the settlement of GRPS composite foundations, while adding rigid piles was more effective. The relationship between the foundation settlement and the number of load cycles can be expressed by an exponential regression function. The pile strain varied from place to place that the strain of the upper part of the pile was greater than that of the lower part. The geogrid showed a significant impact on the load transfer mechanism of the composite foundation as the geogrid closer to piles endured larger strain. It is critical to consider the variation of the pile strain and the geogrid strain under cyclic loading in the geotechnical practice of composite foundation. The model test results also suggest that the use of GRPS system can effectively reduce the composite foundation settlement. This paper can provide useful references for developing the theoretical framework and design guides for GRPS composite foundations under cyclic loading.
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Дисертації з теми "CYCLIC PILE LOAD"

1

Runnels, Immanuel Kaleoonalani. "Dynamic Full-Scale Testing of a Pile Cap with Loose Silty Sand Backfill." Diss., CLICK HERE for online access, 2007. http://contentdm.lib.byu.edu/ETD/image/etd1854.pdf.

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2

Sutman, Melis. "Thermo-Mechanical Behavior of Energy Piles: Full-Scale Field Testing and Numerical Modeling." Diss., Virginia Tech, 2016. http://hdl.handle.net/10919/82438.

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Анотація:
Energy piles are deep foundation elements designed to utilize near-surface geothermal energy, while at the same time serve as foundations for buildings. The use of energy piles for geothermal heat exchange has been steadily increasing during the last decade, yet there are still pending questions on their thermo-mechanical behavior. The change in temperature along energy piles, resulting from their employment in heat exchange operations, causes axial displacements, thermally induced axial stresses and changes in mobilized shaft resistance which may have possible effects on their behavior. In order to investigate these effects, an extensive field test program, including conventional pile load tests and application of heating-cooling cycles was conducted on three energy piles during a period of six weeks. Temperature changes were applied to the test piles with and without maintained mechanical loads to investigate the effects of structural loads on energy piles. Moreover, the lengths of the test piles were determined to represent different end-restraining conditions at the toe. Various sensors were installed to monitor the strain and temperature changes along the test piles. Axial stress and shaft resistance profiles inferred from the field test data along with the driven conclusions are presented herein for all three test piles. It is inferred from the field test results that changes in temperature results in thermally induced compressive or tensile axial stresses along energy piles, the magnitude of which increases with higher restrictions such as structural load on top or higher toe resistance. Moreover, lower change in shaft resistance is observed with increasing restrictions along the energy piles. In addition to the design, deployment, and execution of the field test, a thermo-mechanical cyclic numerical model was developed as a part of this research. In this numerical model, load-transfer approach was coupled with the Masing's Rule in order to simulate the two-way cyclic axial displacement of energy piles during temperature changes. The numerical model was validated using the field test results for cyclic thermal load and thermo-mechanical load applications. It is concluded that the use of load-transfer approach coupled with the Masing's Rule is capable of simulating the cyclic thermo-mechanical behavior of energy piles.
Ph. D.
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3

Cummins, Colin Reuben. "Behavior of a Full-Scale Pile Cap with Loosely and Densely Compacted Clean Sand Backfill under Cyclic and Dynamic Loadings." BYU ScholarsArchive, 2009. https://scholarsarchive.byu.edu/etd/1684.

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A series of lateral load tests were performed on a full-scale pile cap with three different backfill conditions, namely: with no backfill present, with densely compacted clean sand in place, and with loosely compacted clean sand in place. In addition to being displaced under a static loading, the pile cap was subjected to low frequency, small displacement loading cycles from load actuators and higher frequency, small displacement, dynamic loading cycles from an eccentric mass shaker. The passive earth pressure from the backfill was found to significantly increase the load capacity of the pile cap. At a displacement of about 46 mm, the loosely and densely compacted backfills increased the total resistance of the pile cap otherwise without backfill by 50% and 245%, respectively. The maximum passive earth pressure for the densely compacted backfill occurred at a displacement of approximately 50 mm, which corresponds to a displacement to pile cap height ratio of 0.03. Contrastingly passive earth pressure for the loosely compacted backfill occurred at a displacement of approximately 40 mm. Under low and high frequency cyclic loadings, the stiffness of the pile cap system increased with the presence of the backfill material. The loosely compacted backfill generally provided double the stiffness of the no backfill case. The densely compacted backfill generally provided double the stiffness of the loosely compacted sand, thus quadrupling the stiffness of the pile cap relative to the case with no backfill present. Under low frequency cyclic loadings, the damping ratio of the pile cap system decreased with cap displacement and with increasing stiffness of backfill material. After about 20 mm of pile cap displacement, the average damping ratio was about 18% with the looser backfill and about 24% for the denser backfill. Under higher frequency cyclic loadings, the damping ratio of the pile cap system was quite variable and appeared to vary with frequency. Damping ratios appear to peak in the vicinity of the natural frequency of the pile cap system for each backfill condition. On the whole, damping ratios tend to range between 10 and 30%, with an average of about 20% for the range of frequencies and displacement amplitudes occurring during the tests. The similar amount of damping for different ranges of frequency suggests that dynamic loadings do not appreciably increase the apparent resistance of the pile cap relative to slowly applied cyclic loadings.
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4

Pruett, Joshua M. "Performance of a Full-Scale Lateral Foundation with Fine and Coarse Gravel Backfills Subjected to Static, Cyclic, and Dynamic Lateral Loads." BYU ScholarsArchive, 2009. https://scholarsarchive.byu.edu/etd/2317.

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Full-scale lateral load tests were performed on a pile cap with five backfill conditions: no backfill, densely compacted fine gravel, loosely compacted fine gravel, densely compacted coarse gravel, and loosely compacted coarse gravel. Static loads, applied by hydraulic load actuators, were followed by low-frequency, actuator-driven cyclic loads as well as higher frequency dynamic loads from an eccentric mass shaker. Passive resistance from the backfill significantly increased the lateral capacity of the pile cap. Densely compacted backfill materials contributed about 70% of the total system resistance, whereas loosely compacted backfill materials contributed about 40%. The mobilized passive resistance occurred at displacement-to-height ratios of about 0.04 for the densely compacted gravels, whereas passive resistance in the loosely compacted materials does not fully mobilize until greater displacements are reached. Three methods were used to model the passive resistance of the backfill. Comparisons between calculated and measured responses for the densely compacted backfills indicate that in-situ shear strength test parameters provide reasonable agreement when a log-spiral method is used. Reasonable agreement for the loosely compacted backfills was obtained by either significantly reducing the interface friction angle to near zero or reducing the soil's frictional strength by a factor ranging from 0.65 to 0.85. Cracking, elevation changes, and horizontal strains in the backfill indicate that the looser materials fail differently than their densely compacted counterparts. Under both low frequency cyclic loading and higher frequency shaker loading, the backfill significantly increased the stiffness of the system. Loosely compacted soils approximately doubled the stiffness of the pile cap without backfill and densely compacted materials roughly quadrupled the stiffness of the pile cap. The backfill also affected the damping of the system in both the cyclic and the dynamic cases, with a typical damping ratio of at least 15% being observed for the foundation system.
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5

Abood, Awad Shihan. "Load capacity of piled foundations under non-cyclic and cyclic uplift loading." Thesis, Cardiff University, 1989. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.329618.

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6

Dubdub, Ahmad Jassim. "Load capacity of piled foundations under non-cyclic and cyclic compressive loading." Thesis, Cardiff University, 1990. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.309371.

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7

Li, Zheming. "Piled foundations subjected to cyclic loads or earthquakes." Thesis, University of Cambridge, 2010. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.609107.

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8

Chiluwal, Sundar. "Numerical Modeling of Helical Pile-to-Foundation Connections subjected to Monotonic and Cyclic Loads." University of Toledo / OhioLINK, 2019. http://rave.ohiolink.edu/etdc/view?acc_num=toledo1576021464589307.

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9

Saldivar-Moguel, Emilio Enrique. "Investigation into the behaviour of displacement piles under cyclic and seismic loads." Thesis, Imperial College London, 2002. http://hdl.handle.net/10044/1/7589.

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10

Reddy, Eadala Sai Baba. "An investigation into the behaviour of piles in sand under vertical cyclic tensile loads." Thesis, University of Nottingham, 1996. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.339687.

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Частини книг з теми "CYCLIC PILE LOAD"

1

Sumisha, A. P., and Arvee Sujil Johnson. "Study on Cyclic Pile Load Test of Pile Socketed in Rock." In Lecture Notes in Civil Engineering, 339–52. Singapore: Springer Singapore, 2020. http://dx.doi.org/10.1007/978-981-15-6090-3_23.

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Prakash, Annamalai Rangasamy, and Kasinathan Muthukkumaran. "Lateral Response of Socketed Pile Under Cyclic Load." In Sustainable Civil Infrastructures, 46–56. Cham: Springer International Publishing, 2017. http://dx.doi.org/10.1007/978-3-319-63543-9_5.

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3

Kota, Vijay Kiran, and Madhav Madhira. "Shaft and base responses of large diameter piles based on cyclic pile load tests results." In Smart Geotechnics for Smart Societies, 1443–53. London: CRC Press, 2023. http://dx.doi.org/10.1201/9781003299127-214.

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4

Mirsayapov, Ilizar. "Load-Bearing Capacity of Raft-Pile Foundations, Taking into Account the Redistribution of Forces Between Piles During Cyclic Loading." In Lecture Notes in Civil Engineering, 73–81. Cham: Springer International Publishing, 2022. http://dx.doi.org/10.1007/978-3-031-14623-7_6.

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5

Li, Fu Hao, Xiao-Lei Zhang, and Shi-Jin Feng. "Numerical Study of the Long-Term Settlement of Screw–Shaft Pile Reinforced Subgrade Under Cyclic Train Load." In Lecture Notes in Civil Engineering, 935–45. Cham: Springer International Publishing, 2021. http://dx.doi.org/10.1007/978-3-030-77238-3_70.

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6

Karlsrud, K., B. Kalsnes, and F. Nowacki. "Response of Piles in Soft Clay and Silt Deposits to Static and Cyclic Axial Loading Based on Recent Instrumented Pile Load Tests." In Advances in Underwater Technology, Ocean Science and Offshore Engineering, 549–83. Dordrecht: Springer Netherlands, 1993. http://dx.doi.org/10.1007/978-94-017-2473-9_27.

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Baccara, Rim, Wissem Frikha, Philippe Reiffsteck, and Sébastien Burlon. "Cyclic Pressuremeter Tests Dedicated to Study the Behavior of Piles Under Cyclic Transverse Loads." In Recent Advances in Geo-Environmental Engineering, Geomechanics and Geotechnics, and Geohazards, 227–30. Cham: Springer International Publishing, 2018. http://dx.doi.org/10.1007/978-3-030-01665-4_53.

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Iovino, Maria, Chiara Iodice, Ahmed Alagha, and Giulia M. B. Viggiani. "Centrifuge Experiments Dealing with Monotonic and Cyclic Loads on Pile Foundations in Sand." In Springer Series in Geomechanics and Geoengineering, 671–78. Cham: Springer Nature Switzerland, 2023. http://dx.doi.org/10.1007/978-3-031-34761-0_81.

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Chen, Renpeng, Chunyin Peng, Jianfu Wang, and Hanlin Wang. "Settlement and Capacity of Piles Under Large Number of Cyclic Loads." In Lecture Notes in Civil Engineering, 1049–59. Cham: Springer International Publishing, 2021. http://dx.doi.org/10.1007/978-3-030-77238-3_79.

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Randolph, Mark F. "Cyclic Interface Shearing in Sand and Cemented Soils and Application to Axial Response of Piles." In Mechanical Behaviour of Soils Under Environmentally Induced Cyclic Loads, 481–528. Vienna: Springer Vienna, 2012. http://dx.doi.org/10.1007/978-3-7091-1068-3_10.

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Тези доповідей конференцій з теми "CYCLIC PILE LOAD"

1

Baca, M., Z. Muszynski, J. Rybak, T. Zyrek, and A. Tamrazyan. "Cyclic load tests of driven pile base capacity." In The 2nd International Conference on Engineering Sciences and Technologies. Taylor & Francis Group, 6000 Broken Sound Parkway NW, Suite 300, Boca Raton, FL 33487-2742: CRC Press, 2016. http://dx.doi.org/10.1201/9781315393827-123.

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2

Unsever, Y. S., M. Kawamori, T. Matsumoto, and S. Shimono. "Cyclic Horizontal Load Tests Of Single Pile,Pile Group And Piled Raft In Model Dry Sand." In 18th Southeast Asian Geotechnical Conference (18SEAGC) & Inaugural AGSSEA Conference (1AGSSEA). Singapore: Research Publishing Services, 2013. http://dx.doi.org/10.3850/978-981-07-4948-4_044.

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3

Baek, Sung-Ha, Joon-Young Kim, Seung-Hwan Lee, and Choong-Ki Chung. "Effect of Relative Density on P-Y Backbone Curves for Cyclic Lateral Load on Pile Foundations in Sandy Soil." In ASME 2014 33rd International Conference on Ocean, Offshore and Arctic Engineering. American Society of Mechanical Engineers, 2014. http://dx.doi.org/10.1115/omae2014-23718.

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Pile foundations installed to support offshore structures are primarily subjected to cyclic lateral loads due to wind, and waves. The p-y curve method, which represents a nonlinear relation between soil-pile reaction and lateral pile deflection, has been used to design cyclic laterally loaded piles. Recommended by the American Petroleum Institute (API) [10] and generally adopted to evaluate the behavior of static and cyclic laterally loaded piles installed in sandy soils, the API p-y curve contains a reduction factor for the initial horizontal subgrade modulus in order to take cyclic effects into consideration. When pile foundations are subjected to cyclic lateral loads, however, the initial horizontal subgrade modulus can both decrease and increase according to the relative density of the soil. In this paper, a series of cyclic lateral load model tests were performed on a preinstalled aluminum flexible pile to examine its cyclic lateral response under different relative density conditions. Model piles were embedded in sandy soils with relative densities of 40%, 70%, and 90% and were subjected to static as well as cyclic lateral loads. From the test results, cyclic p-y backbone curves were derived and compared with static p-y curves in identical soil conditions. Test results showed that the initial horizontal subgrade modulus increased for the model pile installed in sandy soil of 40% relative density, while decreased in relative densities of 70% and 90%. In addition, the infinite depth, above which cyclic lateral loads were supported, was evaluated and the test results were compared with the API p-y curve.
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Carswell, Wystan, Casey Fontana, Sanjay R. Arwade, Don J. DeGroot, and Andrew T. Myers. "Comparison of Cyclic P-Y Methods for Offshore Wind Turbine Monopiles Subjected to Extreme Storm Loading." In ASME 2015 34th International Conference on Ocean, Offshore and Arctic Engineering. American Society of Mechanical Engineers, 2015. http://dx.doi.org/10.1115/omae2015-41312.

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Approximately 75% of installed offshore wind turbines (OWTs) are supported by monopiles, a foundation whose design is dominated by lateral loading. Monopiles are typically designed using the p-y method which models soil-pile resistance using decoupled, nonlinear elastic Winkler springs. Because cyclic soil behavior is difficult to predict, the cyclic p-y method accounts for cyclic soil-pile interaction using a quasistatic analysis with cyclic p-y curves representing lower-bound soil resistance. This paper compares the Matlock (1970) and Dunnavant & O’Neill (1989) p-y curve methods, and the p-y degradation models from Rajashree & Sundaravadivelu (1996) and Dunnavant & O’Neill (1989) for a 6 m diameter monopile in stiff clay subjected to storm loading. Because the Matlock (1970) cyclic p-y curves are independent of the number of load cycles, the static p-y curves were used in conjunction with the Rajashree & Sundaravadivelu (1996) p-y degradation method in order to take number of cycles into account. All of the p-y methods were developed for small diameter piles, therefore it should be noted that the extrapolation of these methods for large diameter OWT monopiles may not be physically accurate; however, the Matlock (1970) curves are still the curves predominantly recommended in OWT design guidelines. The National Renewable Energy Laboratory wind turbine analysis program FAST was used to produce mudline design loads representative of extreme storm loading. These design loads were used as the load input to cyclic p-y analysis. Deformed pile shapes as a result of the design load are compared for each of the cyclic p-y methods as well as pile head displacement and rotation and degradation of soil-pile resistance with increasing number of cycles.
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5

Shrestha, Naba Raj, Masato Saitoh, Alok Kumer Saha, and Chandra Shekhar Goit. "Rate-Dependent Cyclic Lateral Load Test on a Single Pile in Sand." In The 5th International Conference on Civil, Structural and Transportation Engineering. Avestia Publishing, 2020. http://dx.doi.org/10.11159/iccste20.231.

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6

Alderlieste, Etienne A., Jelke Dijkstra, and A. Frits van Tol. "Experimental Investigation Into Pile Diameter Effects of Laterally Loaded Mono-Piles." In ASME 2011 30th International Conference on Ocean, Offshore and Arctic Engineering. ASMEDC, 2011. http://dx.doi.org/10.1115/omae2011-50068.

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This paper presents the results of model tests on laterally loaded mono-pile foundations in sand. The tests have been performed in a geotechnical centrifuge. The objective of the research is to quantify large diameter effects of these mono-piles on the lateral capacity and the stiffness response for cyclic lateral loading. These large diameters are out of the validity range of the commonly used design methods. For this reason prototype pile diameters up to 4.4 m with a length over diameter ratio of 5 have been investigated. The results show an increase in pile diameter from Ds = 2.2 m to Dl = 4.4 m leads to a significant increase in static lateral capacity and stiffness from cyclic load tests. All tests have been performed with constant L/D = 5, Id = 60% and a load eccentricity up to e = 4.8 m. However, the current test series needs to be extended to higher initial densities and the load control should be more strictly regulated before a clear diameter dependence, for pile diameters > 2.2 m, is proven.
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Stark, Anne, Sebastian Breidenstein, and Jürgen Grabe. "On the Validity of Miner’s Rule and Its Application in Offshore Pile Design Practice." In ASME 2022 41st International Conference on Ocean, Offshore and Arctic Engineering. American Society of Mechanical Engineers, 2022. http://dx.doi.org/10.1115/omae2022-81150.

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Abstract Current design practice simplifies complex loading scenarios, i.e. highly cyclic loads from varying direction offshore, using classification methods by combining different cycle packages with constant frequency, mean load level and amplitude. This procedure assumes the resulting accumulated deformation in the soil to be independent of the ordering of the cycle packages, i.e. the validity of miner’s rule. This paper presents an experimental study on the validity of Miner’s rule in non-cohesive soils based on high cyclic direct simple shear tests. The test program comprises monotonic and high cyclic direct simple shear tests in fine silica sand, which is routinely used at Centre of Offshore Foundation Systems. The paper investigates the effect of ordering of the cycle packages on the resulting cyclic deformation accumulation for different loading scenarios with varying mean and cyclic load level. The results are evaluated in terms of the accumulated volumetric and the resulting shear strain. Based on the literature, Miner’s rule is assumed to be valid for a deviation of the relevant variables of < 20 %. Conclusions with respect to the influence of cyclic preloading are drawn and related to current design practices.
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8

Rudolph, Christina, and Jürgen Grabe. "Laterally Loaded Piles With Wings: In Situ Testing With Cyclic Loading From Varying Directions." In ASME 2013 32nd International Conference on Ocean, Offshore and Arctic Engineering. American Society of Mechanical Engineers, 2013. http://dx.doi.org/10.1115/omae2013-10026.

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The application of piles as foundations for offshore wind turbines yields new requirements for the design. Wind and waves induce a cyclic lateral loading on the pile which changes direction corresponding to the meteorological conditions. Cyclic lateral loading on piles results in accumulated displacements, depending on the cyclic load level and load characteristics. The deformation can increase significantly due to a varying loading direction. Under such loading conditions the pile can drift sideways even if the loading is symmetric. Wings attached to the pile shortly below the seabed have been known to reduce deformations on laterally loaded piles as they locally enlarge the diameter on which the soil resistance is activated. They also change the cross-section of the pile from a circular shape to a star-shape. This might reduce the drifting of the pile. A series of large-scale in-situ tests has been carried out in order to identify the effects of changing loading direction as well as the applicability of winged piles to reduce deformations. Two tubular steel piles (one of them equipped with wings) have been installed and subjected to high-cyclic lateral loading from varying directions. In this paper the in-situ tests and their results are presented.
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9

Le Kouby, A., and F. Rocher-Lacoste. "Effect of Cyclic Axial Loading on the Distribution of Load along a Pile." In GeoCongress 2012. Reston, VA: American Society of Civil Engineers, 2012. http://dx.doi.org/10.1061/9780784412084.0032.

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10

Basak, S. "Effect of lateral cyclic load on axial capacity of pile group in loose sand." In Proceedings of the International Symposium. WORLD SCIENTIFIC, 2006. http://dx.doi.org/10.1142/9789812772480_0017.

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Звіти організацій з теми "CYCLIC PILE LOAD"

1

Wang, Wei, Michael Brown, Matteo Ciantia, and Yaseen Sharif. DEM simulation of cyclic tests on an offshore screw pile for floating wind. University of Dundee, December 2021. http://dx.doi.org/10.20933/100001231.

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Screw piles need to be upscaled for offshore use e.g. being an alternative foundation and anchor form for offshore floating wind turbines, although the high demand of vertical installation forces could prevent its application if conventional pitch-matched installation is used. Recent studies, using numerical and centrifuge physical tests, indicated that the vertical installation force can be reduced by adopting over-flighting which also improved axial uplift capacity of the screw pile. The current study extends the scope to axial cyclic performance with respect to the installation approach. Using quasi-static discrete element method (DEM) simulation it was found that the over-flighted screw pile showed a lower displacement accumulation rate, compared to a pitch-matched installed pile, in terms of load-controlled cyclic tests. Sensitivity analysis of the setup of the cyclic loading servo shows the maximum velocity during the tests should be limited to avoid significant exaggeration of the pile displacement accumulation but this may lead to very high run durations.
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2

Raja, Rameez Ali, Mustafa Kilic, Monica Prezzi, Rodrigo Salgado, and Fei Han. Implementation Study: Continuous, Wireless Data Collection and Monitoring of the Sagamore Parkway Bridge. Purdue University, 2022. http://dx.doi.org/10.5703/1288284317367.

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This report presents, in detail, the development and implementation of a wireless solar powered DAQ system for continuous real-time monitoring of the Sagamore Parkway Bridge using the data collected from strain gauges installed in the bridge pier and its foundation piles. The data analysis showed that there is no significant change in the load-settlement response of the bridge pier 3 years after its construction. The pile cap contribution in carrying the total load carried by the bridge pier is significant (about 20%). The hourly ambient temperature trends match with the incremental bending moments measured on the bridge pier and the piles. The daily temperature cycles also affected the load transferred between the piles within the pile group. The water level fluctuations of the Wabash River impacted the total load carried by the pier, such that a rise in water level resulted in slight drop in the total load carried by the bridge pier due to buoyant forces. The overall results of the bridge monitoring showed that the bridge has performed well since its construction.
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3

Rudland, D. L., P. M. Scott, and G. M. Wilkowski. The effect of cyclic and dynamic loads on carbon steel pipe. Office of Scientific and Technical Information (OSTI), February 1996. http://dx.doi.org/10.2172/206603.

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4

Leis. L51838 Cyclic Stress Strain Behavior and SCC Susceptibility of Line Pipe Steels. Chantilly, Virginia: Pipeline Research Council International, Inc. (PRCI), March 2001. http://dx.doi.org/10.55274/r0010355.

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Анотація:
This report presents results of a preliminary evaluation of a mechanical property that has the potential to correlate with susceptibility to Stress-corrosion cracking (SCC). This mechanical property measures the evolution of the microplastic response of line pipe steels, which underlies high pH SCC, and is believed by many to be essential for near-neutral SCC. If such a property can be proven to reflect susceptibility to SCC, operators could better contain maintenance costs and specify steels for new pipelines that are inherently resistant to SCC. Limited experimentation using X60 line-pipe steel indicated that the onset, duration, and intensity of microplasticity correlated with electrochemical indicators of SCC for the high-pH cracking environment. These results show sensitivity sufficient to detect the incidence and magnitude of plastic strain that evolves in load-controlled cycling under conditions typical of pipeline service, as well as in histories where such behavior has been exhausted by prior strain hardening. Thus, these data indicate that the protocol evaluated herein is potentially capable of identifying susceptible steels, and has sensitivity of the order needed to discriminate susceptibility between steels. Benefit: While the concept and related experimental techniques hold promise as a screening tool for susceptibility, some experimental issues must be resolved before its use can be conclusively established. These and other related aspects are outlined in the discussion section, and the recommendations section of the report.
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Arumugam, Udayansankar, Mimoun Elboujdaini, Ming Gao, and Ramiro Vanoye. PR-328-133702-R02 F-S Fatigue Testing of Crack-in-Dent with Framework for Life Prediction. Chantilly, Virginia: Pipeline Research Council International, Inc. (PRCI), October 2019. http://dx.doi.org/10.55274/r0011628.

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ASME B31.8 states that "Dents that contain stress corrosion cracking or other cracks are injurious to the pipeline" and therefore, requires immediate attention by the Operators. Dent containing crack fields (colonies) are often observed in liquid pipelines. The recently completed PRCI research project MD-1N "Study of the Mechanism for Cracking in Dents in a Crude Oil Pipeline" showed evidence of a mechanism for fatigue cracking. The crack growth rate as a function of stress intensity factor was estimated using the measured spacings of fatigue striations from fracture surfaces based on the assumption that the formation of fatigue striations on a cycle-by-cycle basis. However, due to the lack of full-scale fatigue crack growth data, the success was limited. This gap prompted PRCI to launch a full-scale experimental investigation of crack growth rates of cracks in dents under cyclic pressure load in the simulated groundwater NS4 environment (PRC-328-133702, MD-1Q). The objective of the study was to determine the crack growth rate as a function of stress intensity factor, the number of cycles to failure, and the failure modes of cracks in dents. The test results would be used to evaluate the validity of cycle-by-cycle based assumption for crack growth rate estimation from the measured fatigue-striation-spacing. The investigation was also aimed at establishing a framework for remaining fatigue life prediction of cracks in dents in liquid pipelines. This framework would benefit liquid pipeline Operators to manage better the integrity of dents associated with corrosion fatigue cracking in groundwater. A total of six pipe samples containing cracks in shallow dents excavated from a retired 24-inch diameter liquid transmission pipeline were available and used for the full-scale fatigue tests. The test system developed under the project consisted of four components: (1) a computer-controlled hydraulic pressure cycling system, (2) an environment chamber containing a simulated groundwater NS4 solution mounted on the pipe in around the dent region to provide a simulated field environment condition; (3) real-time crack growth monitoring systems including direct cur-rent potential drop (DCPD), Clip gage and Strain gage; (4) data acquisition system. The cyclic pressure range used in the fatigue tests was 78 to 780 psig (72%SMYS) with R=0.1, which was based on historical operational pressure data and the Rain flow analysis. A constant frequency of 0.0526 Hz was selected for the testing to ensure the frequency requirement for corrosion fatigue is met. The remaining fatigue life of cracks-in-dents and failure modes were evaluated using the full-scale fatigue test results. Further, fatigue crack growth rates were established. Finally, a framework was developed for the life prediction of cracks in shallow dents based on the findings from six full-scale fatigue cyclic tests. This framework will assist liquid pipeline operators to estimate the remaining fatigue life for cracks in shallow dents utilizing inputs from ILI and pipeline's historical operational pressure fluctuation data and to mitigate the threat of cracks in dents in a timely manner. There is a related webinar.
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Chen, Weixing. PR-378-083601-R02 Effect of Pressure Fluctuations on Growth Rate of Near-Neutral pH SCC. Chantilly, Virginia: Pipeline Research Council International, Inc. (PRCI), August 2017. http://dx.doi.org/10.55274/r0011010.

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This report summarizes the work completed in Phase 1 and Phase 2 of PRCI SCC-2-12 project: Effect of Pressure Fluctuations on Growth Rate of Near-Neutral pH SCC. The following two insights from the two-phase PRCI SCC 2-12 project can be proven to be the most important: 1) The identification of three types of pressure fluctuations and their different susceptibility to crack growth; 2) The importance of load interaction effects during variable amplitude pressure fluctuations in the prediction of crack growth rate. The work has enabled us to divide near-neutral pH SCC cracking into the following two governing processes: the dissolution growth process for crack initiation and early stage crack growth and the hydrogen facilitated fatigue growth after crack initiation and dormancy. The first process features very high rate of dissolution at the pipe surface caused by various forms of galvanic processes and reduced crack growth in the depth direction leading to crack dormancy. The hydrogen facilitated fatigue growth process has been determined to be predominant for the crack growth after crack initiation and dormancy. Depending on the location of pipeline sections, the pressure fluctuations could be characterized into three types based on the relative pressure levels of the large loading events and the minor cycles. It has been determined from extensive experimental investigations that crack growth under Type I pressure fluctuations with frequent underload cycles, which is often found within 30 km downstream of a compressor station, can be enhanced significantly because of effects of load interactions of variable amplitude of cyclic loading. The load-interactions during SCC of pipeline steels in near-neutral pH environments are complex, which include both the time independent load-history interactions and the time dependent load interactions related to the rate of diffusion of hydrogen and hydrogen embrittlement in response to various scenarios of pressure fluctuations. Based on the experimental findings obtained, strategies for mitigating near-neutral pH crack initiation and crack growth during field operations have been proposed. The experimental findings have also been integrated into a software, namely the Pipe-Online, for making crack growth and remaining life prediction. For the purpose of capturing all the crack-growth contributing events of pressure fluctuations for life predictions, a method of recording pressure fluctuations has also been developed.
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7

Sheets, Colton. PR-201-154500-R01 Composite Repair Load Transfer Study. Chantilly, Virginia: Pipeline Research Council International, Inc. (PRCI), March 2018. http://dx.doi.org/10.55274/r0011468.

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Анотація:
The objective of the PRCI MATR-3-11 Composite Repair Load Transfer Study was to evaluate the effect of internal pipe pressure during installation of composite reinforcement systems. Historically, there has been little work evaluating the effect of internal pressure during installation, even though almost all composite installations on transmission pipelines are performed with internal pressure present in the pipe. The focus of this work was specifically limited to reinforcement of pipelines containing simulated corrosion anomalies. Five composite repair technologies from four composite manufacturers were evaluated in this study including: � Western Specialties Ultra-Wrap (E-glass/epoxy) � Western Specialties Composi-Sleeve (steel sleeve with E-glass overwrap) � Citadel (carbon fiber/epoxy) � Furmanite (carbon fiber/epoxy) � NRI Steel Wrap (high-modulus carbon fiber/epoxy) This study used full-scale testing to analyze the load transfer between the composite repair and pipe with internal pressure present during installation and whether this condition impacts the reinforcement provided by the composite repair system. The anomaly configuration evaluated in this study was a machined corrosion defect simulating 50% wall loss in 12.75-inch x 0.375-inch, Grade X42 pipe material. For safety, internal pressure during installation was limited to 50% SMYS (1,236 psig) for the corrosion samples. The composite repairs for the corrosion defects were installed at internal pressure levels of 0 psig, 25% SMYS (618 psig), and 50% SMYS (1,236 psig). Following repair installation, the reinforced full-scale samples were burst tested or pressure cycled to failure to evaluate the repair's performance. Results indicated that, in general, internal pressure during installation did not significantly impact the ability of the composite systems to reinforce the corrosion anomalies evaluated in this study when installed at or below 50% SMYS. Installation pressures up to 50% SMYS had no noticeable effect on the burst pressure of the corroded sample composite repairs, and the burst pressure of all repairs were equivalent to pressure levels for an unreinforced, undamaged pipe. Also, all repairs failed at approximately the same average burst pressure, regardless of installation pressure. Furthermore, installation pressures up to 50% SMYS had little or no noticeable effect on the fatigue life of reinforced corrosion samples; all sample repairs reached the target runout of 250,000 cycles. Observations from the burst testing suggested that loads from the corroded region were not transferred to the composite repair until the corroded region began to yield, regardless of the pressure at which the composite was installed (applicable for installation pressures at or below 50% SMYS and a corrosion depth of 50%). The results and findings of this study provide valuable information to the pipeline industry for addressing an issue of significant interest for many years, and one not previously addressed in a comprehensive manner via full-scale testing. An important observation from this study is that the performance of composite repairs made on corrosion defects does not appear to be appreciably reduced when internal pressures up to 50% SMYS are present during installation.
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8

Gill. L51675 Effects of Weldment Property Variations on the Behavior of Line Pipe. Chantilly, Virginia: Pipeline Research Council International, Inc. (PRCI), January 1993. http://dx.doi.org/10.55274/r0010133.

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Анотація:
A steel weldment is a composite of zones or layers of different microstructures that possess different material properties. The zones include the base metal (or the sections of pipe), the weld metal, and a complex heat-affected zone (HAZ) of base metal that has been exposed to a variety of thermal cycles resulting in varying microstructures. The material properties of primary concern with respect to the mechanical behavior of the pipe are the stress-strain response (the constitutive properties) and the resistance to initiation and propagation of cracks or tears in the presence of a crack, notch, or other stress concentrator (the fracture toughness properties). Most of the experimental data on the behavior of welds with significant discontinuities were obtained from test specimens with surface or through-thickness notches or cracks. These data typically show an increase in load or nominal ductility for overmatched welds and a decrease in load or nominal ductility for undermatched welds. However, there are cases where the presence of a soft zone may enhance the nominal ductility and cases where overmatched welds will decrease the nominal ductility. The latter is especially likely in a girth weld with a circumferential crack in the HAZ.
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9

Swankie, Martin, and Andrews. L52012 Mechanisms and Kinetics of Crack Growth in Areas of Mechanical Damage. Chantilly, Virginia: Pipeline Research Council International, Inc. (PRCI), March 2005. http://dx.doi.org/10.55274/r0011185.

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Анотація:
The project was primarily experimental in nature. It has utilised small scale specimen and ring expansion testing rather than full scale vessel tests to investigate the mechanisms responsible for time-delayed failures. The aim was to perform a series of laboratory experiments to investigate the influence of pre-strain and cyclic frequency on the behaviour of pipeline steels subject to low cycle fatigue and sustained loads. The initial experimental programme consisted of tensile tests and fatigue crack growth tests including tensile dwell periods, carried out on pre-strained and non pre-strained pipe material. Ring expansion tests were then carried out on specimens with dent-gouge defects with varying dent depths. These tests included hold periods at maximum pressure intended to produce time dependent crack growth. Small scale testing to determine isochronous stress-strain curves at ambient temperature was also carried out for one material.
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Tiku, Sanjay, Aaron Dinovitzer, Vlad Semiga, and Binoy John. PR-214-073510-Z01 FS Fatigue Testing Plain Dents+Dents Interacting with Welds and Metal Loss with Data. Chantilly, Virginia: Pipeline Research Council International, Inc. (PRCI), August 2018. http://dx.doi.org/10.55274/r0011514.

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Анотація:
Dents in buried pipelines occur due to a number of potential causes; the pipe resting on rock, third party machinery strike, rock strikes during backfilling, amongst others. The long-term integrity of a dented pipeline segment is a complex function of a variety of parameters, including pipe geom-etry, indenter shape, dent depth, indenter support, pressure history at and following indentation. In order to estimate the safe remaining operational life of a dented pipeline, all of these factors must be accounted for in the analysis. In order to characterize the severity of a dent on the integrity of a pipeline system, there must first be sufficient information available describing the behavior of the deformed pipe when subjected to typical loading scenarios. While there have been a number of full scale test programs that have been used to develop general trends in the behavior of dented pipe subjected to cyclic pressure loads, these programs have not produced sufficiently detailed information in terms of material properties, dent and pipe response to pressure loading, to form the basis of a severity assessment criterion. The objective of the current project was to generate full scale dent fatigue test data necessary to develop, validate and/or evaluate dent models capable of predicting cyclic internal pressure related failures of a pipe segment. The data generated included: detailed material characterization of the pipes involved in full scale test program, dent profile measurement, dent strains during dent for-mation and cyclic loading and recording of the details of fatigue crack location and orientation within a dent. The test program developed detailed experimental data for: - Unrestrained plain dents, - Restrained plain dents, - Dents interacting with welds and - Dents interacting with metal loss.
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