Relevant bibliographies by topics / Full-scale lateral load test

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Academic literature on the topic 'Full-scale lateral load test'

Author: Grafiati
Published: 4 June 2021
Last updated: 17 February 2022

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Journal articles on the topic "Full-scale lateral load test"

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Thiyyakkandi, Sudheesh, Michael McVay, Peter Lai, and Rodrigo Herrera. "Full-scale coupled torsion and lateral response of mast arm drilled shaft foundations." Canadian Geotechnical Journal 53, no. 12 (December 2016): 1928–38. http://dx.doi.org/10.1139/cgj-2016-0241.

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Drilled shaft foundations supporting mast arm assemblies are subjected to significant torsion and lateral load during severe wind loading (e.g., hurricane). Past centrifuge studies in granular soils suggest that the design of such foundations should be performed for a coupled load case, since the lateral resistance is considerably reduced by the concurrent application of torsion. However, current design practice still considers lateral load and torsion independently due to the lack of field verification of centrifuge results. This paper reports on a full-scale test program to investigate the coupled load behavior of drilled shafts. A novel load test setup (with a heavy-duty mast arm assembly) and instrumentation were used for the combined torsion and lateral loading (e.g., wind loading). The study revealed a significant reduction in lateral resistance due to the influence of torque as observed from previous centrifuge studies. Torsional resistance was reduced (approximately 20%) by the impact of lateral load when compared with the anticipated torsional resistance based on unit skin friction values, derived from the axial load test results (i.e., no influence of lateral load). A comparison of measured torsional resistance during the combined loading with the predicted values using different approaches was also made. O’Neill and Hassan’s beta (β) method (sand) and alpha method (clay) are found to predict the torsional resistance reasonably well (±10%), while all other methods based on the standard penetration test and cone penetration test considered in the study overpredicted or underpredicted the resistance.
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SHOJI, Michito, and Takeshi FUJIMORI. "EVALUATION OF LATERAL RESISTANCE OF DAMAGED PILE BASED ON FULL SCALE LATERAL LOAD TEST." Journal of Structural and Construction Engineering (Transactions of AIJ) 79, no. 705 (2014): 1637–45. http://dx.doi.org/10.3130/aijs.79.1637.

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Sakr, Mohammed. "Performance of helical piles in oil sand." Canadian Geotechnical Journal 46, no. 9 (September 2009): 1046–61. http://dx.doi.org/10.1139/t09-044.

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The results of a comprehensive pile load-test program and observations from field monitoring of helical piles with either a single helix or double helixes installed in oil sand are presented in this paper. Eleven full-scale pile load tests were carried out including axial compression, uplift, and lateral load tests. The results of the full-scale load tests are used to develop a theoretical design model for helical piles installed in oil sand. Test results confirm that the helical pile is a viable deep foundation option for support of heavily loaded structures. The test results also demonstrated that circular-shaft helical piles can resist considerable lateral loads.
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Hong, Won-Kee, Hee-Cheul Kim, and Suk-Han Yoon. "Lateral behavior of full-scale concrete-filled carbon composite columns." Canadian Journal of Civil Engineering 31, no. 2 (February 1, 2004): 189–203. http://dx.doi.org/10.1139/l03-080.

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Full scale concrete-filled carbon composite columns without longitudinal and transverse reinforcing steels are tested to investigate the lateral behavior of columns confined with carbon composite tubes. In the present study, the full-scale circular and square concrete-filled carbon composite tubes (CFCTs) with various winding angles with respect to longitudinal axes of the tubes are subjected to lateral loads under a constant axial load. The influence of thickness and winding angle of carbon tubes on the lateral behavior of concrete columns is studied both experimentally and analytically, demonstrating that the calculated ultimate moment capacity of confined columns compares well with test data. For this analytical process, stress–strain relationships of confined concrete columns uncovered by the authors are used to identify the distribution of confined compressive concrete strength at failure. This stress–strain model considers the influence of winding orientation of carbon fibers on the confining capability of the concrete core.Key words: carbon composite, lateral capacity of confined column, strength, filament winding.
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Chien, C. J., S. S. Lin, C. C. Yang, and J. C. Liao. "Lateral Performance of Drilled Shafts due to Combined Lateral and Axial Loading." Journal of Mechanics 29, no. 4 (August 8, 2013): 685–93. http://dx.doi.org/10.1017/jmech.2013.55.

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ABSTRACTThis paper reports the results of a series of full-scale drilled shaft load tests subjected to combined axial and lateral loading and lateral loading only. The tested shafts, 1.4m in diameter, were embedded 37m in sandy silt. All tested shafts were installed using reverse circulation method. The test results indicated, given the same lateral loading, 63% of pile head displacement resulted from combined load corresponded with the case of lateral loading only. The test results were compared to the numerical results of the software LPILE as well as the analytical solutions proposed by the senior author and his co-workers. The analytical results of the pile bending moments along shaft showed better results than that of LPILE.
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Liu, Jin, Liang Jian, and Du Xiuli. "Experimental study on seismic behavior of full scale square concrete filled steel tubular stocky columns." E3S Web of Conferences 272 (2021): 02024. http://dx.doi.org/10.1051/e3sconf/202127202024.

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This study mainly presented a pseudo-static experiment on two full-scale square CFST short columns with the cross-sectional width of 600 mm under combined constant axial load and cyclic lateral load. The seismic performance of the two full-scale CFST columns were investigated. Meanwhile, the plastic hinge length of the specimens was discussed. The test results presented that the specimens suffered bend-shear failure. The local buckling of steel tube occurred at the end of the specimens and the core concrete crushed. The safety redundancy of lateral bearing capacity decreased in full-scale specimen. By the method of physical observation, the plastic hinge length Lp1 was determined mainly according to the range of the local buckling of steel tube. There had a great difference between the prediction of plastic hinge lengths by the existing calculation model and the plastic hinge lengths obtained by the test.
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Ruesta, Pedro F., and F. C. Townsend. "Prediction of Lateral Load Response for a Pile Group." Transportation Research Record: Journal of the Transportation Research Board 1569, no. 1 (January 1997): 36–46. http://dx.doi.org/10.3141/1569-05.

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A full-scale lateral load test of a pile group consisting of 16 (4 by 4) prestressed 76-cm-square concrete piles was conducted at Roosevelt Bridge, Stuart, Florida, during the summer of 1996. Presented are ( a) in situ test results, ( b) various p-y curves from these tests, and ( c) comparisons of various computer predictions (FLPIER, GROUP, and PIGR3D) using p-y curves tempered with results from a single-pile load test. From these comparisons, the best Class A prediction is made for the 16-pile group using FLPIER with nonlinear pile properties; p-y multipliers of 0.8, 0.4, 0.3, and 0.3 for the leading, middle, and trailing two rows, respectively; and dilatometer test—pressuremeter test p-y curves. This prediction suggests that an average load per pile of 280 kN will produce a deflection of 0.1 m (63 kips/pile at a deflection of 3.9 in.) for the test group.
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Chen, Jia Xing, Yuan Cheng Guo, Jing Wei Zhang, and Tong He Zhou. "Experimental Research on Lateral-Load Behavior of Large Diameter Drilled Shaft under Axial-Load." Applied Mechanics and Materials 584-586 (July 2014): 2028–36. http://dx.doi.org/10.4028/www.scientific.net/amm.584-586.2028.

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Using the Two-way composite loading experimental device, the bearing performance of post-grouting drilled shaft under lateral and axial load is studied by full-scale field test. The result of this research reveals that the lateral critical load Hcr and lateral ultimate load Hu are improved when the axial load is applied to post-grouting drilled shaft, the settlement of post-grouting drilled shaft and not grouting drilled shaft increase while the axial load is close to ultimate load, because the settlement of a foundation pile has a relationship with the size of axial load on the top of pile in the damage process of drilled shaft under lateral load, as well as the variation of vertical settlement of normal drilled shaft is more than that of post-grouting drilled shaft, since the non-grouting drilled shaft is more sensitive to the lateral load than the post-grouting drilled shaft.
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Ghatte, Hamid F., Mustafa Comert, Cem Demir, and Alper Ilki. "Seismic Performance of Full-Scale FRP Retrofitted Substandard RC Columns Loaded in the Weak Direction." Applied Mechanics and Materials 847 (July 2016): 347–53. http://dx.doi.org/10.4028/www.scientific.net/amm.847.347.

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FRP confinement of sub-standard columns with low quality concrete, light transverse reinforcement and improper reinforcement detailing is widely accepted as an efficient retrofitting strategy. This paper introduces an improved method using carbon fiber reinforced polymers (CFRP) and external steel ties for seismic retrofitting of full-scale rectangular reinforced concrete columns loaded in their weak directions. Three cantilever columns with a cross-sectional aspect ratio of two (600 mm x 300 mm) are tested under constant axial load and reversed cyclic lateral loads. The columns are representative of existing substandard members with characteristics such as low concrete quality, low transverse reinforcement ratio, plain bars and high axial load level. The test results indicate that columns retrofitted with FRP jacketing and external steel ties significantly benefit from the applied retrofit scheme particularly in terms of ductility and energy dissipation. Additionally, the experimental results are compared with the performance predictions of seismic assessment and design documents.
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Dawe, J. L., and G. G. Aridru. "Prestressed concrete masonry walls subjected to uniform out-of-plane loading." Canadian Journal of Civil Engineering 20, no. 6 (December 1, 1993): 969–79. http://dx.doi.org/10.1139/l93-128.

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Two series of post-tensioned concrete masonry walls subjected to uniform lateral loading were tested to investigate their flexural strength behaviour. Each series of walls consisted of four full-scale prestressed specimens, with varying levels of prestressing force, and one reinforced specimen. Of particular interest were the load–deflection curves, initial cracking loads, wall stiffness, crack patterns, and ultimate failure loads. An air bag test apparatus was used for applying lateral uniform pressures to the specimens. Results of this experimental investigation showed that, for a given wall thickness, increased prestressing force increases the cracking load, initial wall stiffness, and ultimate failure load. The results have established a linear relationship between increased prestressing force and initial cracking load, initial wall stiffness, and ultimate failure load. The proposed model, which takes into account changes in wall stiffness after initial cracking of the wall, accurately predicts wall behaviour. Key words: masonry, prestressed, walls, strength, behaviour, uniform, pressure, experimental, analytical.
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Dissertations / Theses on the topic "Full-scale lateral load test"

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Walsh, J. Matthew. "Full-scale lateral load test of a 3x5 pile group in sand /." Diss., CLICK HERE for online access, 2005. http://contentdm.lib.byu.edu/ETD/image/etd955.pdf.

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Walsh, James Matthew. "Full-Scale Lateral Load Test of a 3x5 Pile Group in Sand." BYU ScholarsArchive, 2005. https://scholarsarchive.byu.edu/etd/605.

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Although it is well established that spacing of piles within a pile group influences the lateral load resistance of that group, additional research is needed to better understand trends for large pile groups (greater than three rows) and for groups in sand. A 15-pile group in a 3x5 configuration situated in sand was laterally loaded and data were collected to derive p-multipliers. A single pile separate from the 15-pile group was loaded for comparison. Results were compared to those of a similar test in clays. The load resisted by the single pile was greater than the average load resisted by each pile in the pile group. While the loads resisted by the first row of piles (i.e. the only row deflected away from all other rows of piles) were approximately equal to that resisted by the single pile, following rows resisted increasingly less load up through the fourth row. The fifth row consistently resisted more than the fourth row. The pile group in sand resisted much higher loads than did the pile group in clay. Maximum bending moments appeared largest in first row piles. For all deflection levels, first row moments seemed slightly smaller than those measured in the single pile. Maximum bending moments for the second through fifth rows appeared consistently lower than those of the first row at the same deflection. First row moments achieved in the group in sand appeared larger than those achieved in the group in clay at the same deflections, while bending moments normalized by associated loads appeared nearly equal regardless of soil type. Group effects became more influential at higher deflections, manifest by lower stiffness per pile. The single pile test was modeled using LPILE Plus, version 4.0. Soil parameters in LPILE were adjusted until a good match between measured and computed responses was obtained. This refined soil profile was then used to model the 15-pile group in GROUP, version 4.0. User-defined p-multipliers were selected to match GROUP calculated results with actual measured results. For the first loading cycle, p-multipliers were found to be 1.0, 0.5, 0.35, 0.3, and 0.4 for the first through fifth rows, respectively. For the tenth loading, p-multipliers were found to be 1.0, 0.6, 0.4, 0.37, and 0.4 for the first through fifth rows, respectively. Design curves suggested by Rollins et al. (2005) appear appropriate for Rows 1 and 2 while curves specified by AASHTO (2000) appear appropriate for subsequent rows.
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Christensen, Dustin Shaun. "Full Scale Static Lateral Load Test of a 9 Pile Group in Sand." Diss., CLICK HERE for online access, 2006. http://contentdm.lib.byu.edu/ETD/image/etd1267.pdf.

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Taylor, Amy Jean. "Full-scale-lateral-load test of a 1.2 m diameter drilled shaft in sand /." Diss., CLICK HERE for online access, 2006. http://contentdm.lib.byu.edu/ETD/image/etd1263.pdf.

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McCall, Amy Jean Taylor. "Full-Scale-Lateral-Load Test of a 1.2 m Diameter Drilled Shaft in Sand." BYU ScholarsArchive, 2006. https://scholarsarchive.byu.edu/etd/403.

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The soil-structure interaction models associated with laterally loaded deep foundations have typically been based on load tests involving relatively small diameter foundations. The lateral soil resistance for larger diameter foundations has been assumed to increase linearly with diameter; however, few, if any load tests have been performed to confirm this relationship. To better understand the lateral resistance of large diameter deep foundations in sand, a series of full scale, cyclic, lateral load tests were performed on two 1.2 m diameter drilled shafts and a 0.324 m diameter steel pipe pile in sand. Although the tests involve two different foundation types, the upper 2.4 m of the profile, which provides the majority of the lateral resistance, consists of sand compacted around both foundation types. Therefore, these test results make it possible to evaluate the effect of foundation diameter on lateral soil resistance. The drilled shafts were first loaded in one direction by reacting against a fifteen-pile group. Subsequently a load test was performed in the opposite direction by reacting against a 9-pile group. The soil profile below the 2.4 m-thick layer of compacted sand consisted of interbedded layers of sand and fine-grained soil. For the drilled shaft load tests, pile head deflection and applied load were measured by string potentiometers and load cells, respectively. Tilt was also measured as a function of depth with an inclinometer which was then used to calculate deflection and bending moment as a function of depth. For the pipe pile, deflection and applied load were also measured; however, bending moment was computed based on strain gauges readings along the length of the pile. The lateral response of the drilled shafts and pipe pile were modeled using the computer programs LPILE (Reese et al., 2000), SWM6.0 (Ashour et al., 2002), and FB-MultiPier Version 4.06 (Hoit et al., 2000). Comparisons were made between the measured and computed load-deflection curves as well as bending moment versus depth curves. Soil parameters in the computer programs were iteratively adjusted until a good match between measured and computed response of the 0.324 m pipe pile was obtained. This refined soil profile was then used to model the drilled shaft response. User-defined p-multipliers were selected to match the measured results with the calculated results. On average very good agreement was obtained between measured and computed response without resorting to p-multipliers greater than 1.0. These results suggest that a linear increase in lateral resistance with foundation diameter is appropriate. LPILE typically produced the best agreement with measured response although the other programs usually gave reasonable results as well. Cyclic loading generally reduced the lateral resistance of the drilled shafts and pile foundation by about 20%.
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Weaver, Thomas Jay. "Behavior of liquefying sand and CISS piles during full-scale lateral load tests /." Diss., Connect to a 24 p. preview or request complete full text in PDF format. Access restricted to UC IP addresses, 2001. http://wwwlib.umi.com/cr/ucsd/fullcit?p3029643.

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Snyder, Jeffrey L. "Full-Scale Lateral-Load Tests of a 3x5 Pile Group in Soft Clays and Silts." Diss., CLICK HERE for online access, 2004. http://contentdm.lib.byu.edu/ETD/image/etd364.pdf.

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Russell, Dalin Newell. "The Influence of Pile Shape and Pile Sleeves on Lateral Load Resistance." BYU ScholarsArchive, 2016. https://scholarsarchive.byu.edu/etd/6232.

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The lateral resistance of pile foundations is typically based on the performance of round piles even though other pile types are used. Due to lack of data there is a certain level of uncertainty when designing pile foundations other than round piles for lateral loading. Theoretical analyses have suggested that square sections will have more lateral resistance due to the increased side shear resistance, no test results have been available to substantiate the contention. Full-scale lateral load tests involving pile shapes such as circular, circular wrapped with high density polyethylene sheeting, square, H, and circular with a corrugated metal sleeve have been performed considering the influence of soil-pile interaction on lateral load resistance. The load test results, which can be summarized as a p-y curve, show higher soil resistance from the H and square sections after accounting for differences in the moment of inertia for the different pile sections. The increased soil resistance can generally be accounted for using a p-multiplier approach with a value of approximately 1.25 for square or 1.2 for H piles relative to circular piles. It has been determined that high density polyethylene sheeting provides little if any reduction in the lateral resistance when wrapped around a circular pile. Circular piles with a corrugated metal sleeve respond to lateral loading with higher values of lateral resistance than independent circular piles in the same soil.
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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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Bustamante, Guillermo. "Influence of Pile Shape on Resistance to Lateral Loading." BYU ScholarsArchive, 2014. https://scholarsarchive.byu.edu/etd/5630.

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The lateral resistance of pile foundations has typically been based on the resistance of circular pipe piles. In addition, most instrumented lateral load tests and cases history have involved circular piles. However, piles used in engineering practice may also be non-circular cross-section piles such as square and H piles. Some researchers have theorized that the lateral resistance of square piles will be higher than that of circular piles (Reese and Van Impe, 2001; Briaud et al, 1983; Smith, 1987) for various reasons, but there is not test data to support this claims. To provide basic comparative performance data, lateral load tests were performed on piles with circular, square and H sections. To facilitate comparisons, all the tests piles were approximately 12 inches in width or diameter and were made of steel. The square and circular pipe sections had comparable moments of inertia; however, the H pile was loaded about the weak axis, as is often the case of piles supporting integral abutments, and had a much lower moment of inertia. The granular fill around the pile was compacted to approximately 95% of the standard Proctor maximum density and would be typical of fill for a bridge abutment. Lateral load was applied with a free-head condition at a height of 1 ft above the ground surface. To define the load-deflection response, load was applied incrementally to produce deflection increments of about 0.25 inches up to a maximum deflection of about 3 inches. Although the square and pipe pile sections had nearly the same moment of inertia, the square pile provided lateral resistance that was 20 to 30% higher for a given deflection. The lateral resistance of the H pile was smaller than the other two pile shapes but higher than what it is expected based on the moment of inertia. Back analysis with the computer program LPILE indicates that the pile shape was influencing the lateral resistance. Increasing the effective width to account for the shape effect as suggested by Reese and Van Impe (2001) was insufficient to account for the increased resistance. To provide agreement with the measured response, p-multipliers of 1.2 and 1.35 were required for the square pile and H piles, respectively. The analyses suggest that the increased resistance for the square and H pile sections was a result of increases in both the side shear and normal stress components of resistance. Using the back-calculated p-multipliers provided very good agreement between the measured and computed load-deflection curves and the bending moment versus depth curves.
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Books on the topic "Full-scale lateral load test"

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Kramer, Steven L. Behavior of piles in full-scale, field lateral loading tests: Final report, Research Project GC 8286, Task 4, Piles--Lateral Load Testing. [Olympia, Wash.?]: Washington State Dept. of Transportation, Planning, Research and Public Transportation Division in cooperation with the U.S. Dept. of Transportation, Federal Highway Administration, 1991.

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Book chapters on the topic "Full-scale lateral load test"

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Chaosittichai, Gong, and Pongpipat Anantanasakul. "Full-Scale Lateral Load Tests to Determine Load-Displacement Characteristics of Driven Piles in Soft Clay." In New Developments in Materials for Infrastructure Sustainability and the Contemporary Issues in Geo-environmental Engineering, 125–35. Cham: Springer International Publishing, 2018. http://dx.doi.org/10.1007/978-3-319-95774-6_10.

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Leski, Andrzej, Piotr Reymer, and Marcin Kurdelski. "Development of Load Spectrum for Full Scale Fatigue Test of a Trainer Aircraft." In ICAF 2011 Structural Integrity: Influence of Efficiency and Green Imperatives, 573–84. Dordrecht: Springer Netherlands, 2011. http://dx.doi.org/10.1007/978-94-007-1664-3_46.

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Viswanadham, B. V. S., and Pankaj Kumar. "Full-Scale Load Test on Bored Cast in situ Piles—A Case Study." In Lecture Notes in Civil Engineering, 723–31. Singapore: Springer Singapore, 2020. http://dx.doi.org/10.1007/978-981-15-6090-3_54.

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Tomisawa, K., T. Endoh, H. Godenki, T. Okabe, and T. Kanai. "Full-scale accelerated loading test for load distribution on subgrade due to CFA stabilized base." In Advances in Transportation Geotechnics 2, 174–79. CRC Press, 2012. http://dx.doi.org/10.1201/b12754-21.

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Squires, Catherine. "Natural Science and Real Life: Linguistic Decisions of the German Incunabula Herbals." In Atlantica : Studies in Historical Poetics. Vol. XVII, 74–94. LCC MAKS Press, 2021. http://dx.doi.org/10.29003/m2008.atlantica-17/74-94.

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The first German illustrated herbals printed in Mainz by Peter Schöffer were intended for ordinary lay readers including the poorer classes. While the Hortus Sanitatis of March 1485 presented a full German translation of the text, the Herbarius of 1484 was Latin with only German plant names added in the chapter titles along with the Latin ones. The popularizing impact of this minimal vernacular adaptation is questioned and the inserted plant names are analysed to estimate their role in making scientific knowledge understandable and accessible for the broad public. The study showed surprisingly, that in the majority of cases these ‘vernacular' lexemes were of Latin origin (loanwords or loan translations). The native terms used by the publisher proved to be regional or dialect words from his Rhine area; in reprints made in Passau they were substituted by Bavarian forms. Both tendencies allowed an insight into the linguistic choices which had an effect on later language usage.
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"Advances in Fish Tagging and Marking Technology." In Advances in Fish Tagging and Marking Technology, edited by Tom F. Shardlow and Kim D. Hyatt. American Fisheries Society, 2012. http://dx.doi.org/10.47886/9781934874271.ch33.

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<i>Abstract</i>.—A micro-controlled fish tag which records post-tagging lifespan was developed, tested as a prototype, and then evaluated in field applications for measuring survey life. The method of constructing the Tilt-Tag and the results of tank test trials on Chinook salmon <i>Oncorhynchus tshawytscha</i>, preliminary field trials on chum salmon <i>Oncorhynchus keta </i>are reviewed, and full-scale field applications on sockeye salmon <i>Oncorhynchus nerka </i>are presented. Survey life (SL) is an essential component for area-under-the-curve (AUC) estimation of Pacific salmon <i>Oncorhynchus </i>spp. spawning escapements. However, direct estimates of SL are often unavailable because the estimates mostly require extensive and costly tag-recapture programs. In this study, the Tilt-Tag was used to estimate SL by measuring the elapsed time from tagging until the fish came to rest permanently on its lateral or dorsal surface. Tilt-Tag derived estimates of SL, combined with specification of survey rules that were based on historical run-timing and stream temperature, reduced survey costs by approximately 50% when compared to conventional tag-recapture methods. Abridged details on how to construct the Tilt-Tag are provided so that researchers will be able to make their own tags.
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"Jones, R.A. and Peiris, R.S.A., "Load Distribution Analysis Of A Continuous Two-Span Multi-Beam Bridge Deck", ARRB (Australia Road Research Board) Proceedings, Vol. II, Part 2,1982. 16. "Distribution Of Wheel Loads On Highway Bridges", NCHRP Project 20-5, Topic 14-22, February, 1984 17. Hays, C.O. and Hackey, J.E., "Lateral Distribution Of Wheel Loads On Highway Bridges using The Finite Element Method", Structures And Materials Research Report No. 84-3, University of Florida, Department of Civil Engineering, December, 1984. 18. Newmark, N.M., Seiss, C.P. and Penman, R.R., "Studies of Slab And Beam Highway Bridges - Part I Tests Of Simple Span Right I-Beam Bridges", University of Illinois, Bulletin, March, 1946. 19 Burdette, E.G. and Goodpasture, D.W., "Full-Scale Bridge Testing - An Evaluation of Bridge Design Criteria", Final Report. The University of Tennessee, Department of Civil Engineering, Dec. 1971. 20. King, J.P.C. and Csagoly, P.F., "Field Testing of Aguasabon River Bridge in Ontario", Transportation Research Record 579, 1976. 21. Dorton, R.A., Holowka, M., and King, J.P.C., "The Conestogo River Bridge - Design and Testing", Canadian Journal of Civil Engineering, Vo). Heins, C.P., "Highway Bridge Field Tests In The United States, 1948-70', pulbic Roads, 1972. 25. Gangarao, H.V.S., "Survey Of Field And Laboratory Tests On Bridge Systems", Transportation Research Record 645, 1977." In Composite Steel Structures, 54. CRC Press, 1987. http://dx.doi.org/10.1201/9781482286359-14.

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"Paragraphs must not be skipped over, as the task in hand is to ensure that each paragraph is understood. Each paragraph is a stepping stone, leading the reader to the end of the text and the conclusion of the argument. Yet often a student will read too quickly skipping over words and phrases that are not understood. As paragraphs relate to each other, any points not understood in a paragraph should be able to be cleared up in earlier or later paragraphs, unless they contain information assumed to be known to the reader. So if you find references you do not understand cast your eyes back to see if this has already been clarified. One of the most important connections in a text is the relationship between paragraphs. The paragraphs in the text of Lord Bridge’s speech will be numbered and summarised. As expertise is acquired, such summaries will normally take place in the head of the student with only a few paragraphs noted in rough. The paragraphs in the full text of the case in Appendix 1 are also numbered in square brackets (eg, [1]). This allows you to easily access the full text of the paragraph and compare it with the summary. I suggest you keep a hand in Appendix 1, read the relevant paragraph from the original and then read the summary. Did you understand the original? If not—why not? LORD BRIDGE’S SPEECH • Facts. The seller delivered the wrong cabbage seed to the buyer who, as a consequence, had a failed crop with grave financial consequences. The contract of sale limited the seller’s liability to a refund of the price of the seeds. • Issues arise from three sentences in the conditions of sale. • These are set out and identified. • States he will call the contentious limitation clause ‘the relevant condition’, and will refer to each sentence as a clause, so clauses 1, 2, 3 (see Figure 4.15, above). If a student reads carelessly this important explanation will be overlooked then the phrase ‘relevant condition’ and ‘clauses 1, 2, 3’ will cause confusion when they are used later in the text to refer to his divisions of the contentious limitation clause. • Sets out the two issues as the common law and the statutory issues. • Gives details of relevant legislation." In Legal Method and Reasoning, 102. Routledge-Cavendish, 2012. http://dx.doi.org/10.4324/9781843145103-78.

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Conference papers on the topic "Full-scale lateral load test"

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Kawamata, Yohsuke, Scott A. Ashford, and Nontapat Nimityongskul. "Full-Scale Lateral Pile Load Test in Rock Fill." In Geotechnical Earthquake Engineering and Soil Dynamics Congress IV. Reston, VA: American Society of Civil Engineers, 2008. http://dx.doi.org/10.1061/40975(318)200.

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Zhuang, Yan, Deqing Gao, and Hanlong Liu. "Full-Scale Model Test of X-Section Pile Under Lateral Load." In International Symposium on Advances in Foundation Engineering. Singapore: Research Publishing Services, 2013. http://dx.doi.org/10.3850/978-981-07-4623-0_021.

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Chaosittichai, Gong, and Pongpipat Anantanasakul. "Full-Scale Lateral Load Tests of Driven Piles in Bangkok Clay." In IFCEE 2018. Reston, VA: American Society of Civil Engineers, 2018. http://dx.doi.org/10.1061/9780784481578.032.

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Guglielmo, Alberto, Nicola Mitaritonna, Michael Catanzaro, and Mirko Libraschi. "Full Load Stability Test (FLST) on LNG Compressor." In ASME Turbo Expo 2014: Turbine Technical Conference and Exposition. American Society of Mechanical Engineers, 2014. http://dx.doi.org/10.1115/gt2014-25353.

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The present paper shows the results of a full pressure stability test on a centrifugal compressor for LNG application. The rotordynamic behavior of the compressor has been investigated during the full load test of the entire compression train. A Magnetic Exciter (ME) able to exert a constant rotating force was installed at shaft end (opposite to the coupling) in order to apply sub-synchronous excitation. In addition to bearings measurement location a measurement plane, equipped with vibration probes, has been introduced at compressor mid-span to gain a better understanding of the rotordynamic behavior (in particular for the first mode) of the machine during full load operations. A traditional stability test has been carried out at different compressor operating speeds exciting the rotor by mean of the ME, in order to identify frequency and logarithmic decrement of the first lateral mode the vibration data have been post-processed by a MDOF technique. Moreover Operational Modal Analysis (OMA) has been performed at the same operating speeds without any external excitation. Rotor was naturally excited by the gas flow inside compressor and the vibration signal has been recorded over proper measurement time windows. Power Spectral Density (PSD) of recorded signals shows a broad band excitation with several harmonic components superimposed while the analysis of coherence between different probes highlights the presence of excited modes in the spectrum. A state-space in time domain algorithm (Stochastic Subspace Identification) has been used to post-process the vibration signal. Natural frequency, damping properties and mode shapes at different speeds have been identified for the excited mode. A comparison between these two different identification techniques has been drawn and a confidence factor for OMA approach is defined disclosing new approaches to the compressor stability test.
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Branco, Jorge M., Filipe T. Matos, Paulo B. Lourenço, Thomas Demschner, and Patrício Rocha. "Lateral Tests on a Two-Story CLT House." In IABSE Symposium, Guimarães 2019: Towards a Resilient Built Environment Risk and Asset Management. Zurich, Switzerland: International Association for Bridge and Structural Engineering (IABSE), 2019. http://dx.doi.org/10.2749/guimaraes.2019.0969.

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<p>A two storey full-scale model of a CLT house, of 4.5 m x 9.1 m in-plane, with a height of 5.04 m, was tested under quasi-static monotonic (pushover). The main objectives were to investigate the 3-D system performance of a CLT structure subjected to lateral loads in terms of lateral strength and deformability capacity, global behaviour of the structure, frequency response of the structure, performance of connectors (mainly hold-downs and angle-brackets) and connections between CLT panels. Lateral loads have been applied on the storeys inducing torsion to the building. Loading procedure, number and disposition of connectors varied between tests.</p><p>With this campaign it is intended to obtain results on: i) load-deformation response of a 3-D CLT structure subjected to lateral loads; ii) global response of the structure, focusing on the performance of CLT slabs subjected to in-plane loads, performance of parallel and perpendicular walls, and response of the structure near openings; iii) failure mechanisms and on the performance of connections between CLT panels and connectors. The outcomes of the full-scale CLT house tests will be used for further analytical and numerical analyses to help implement the new generation of Eurocode 8.</p>
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Karimian, Hamid, Dharma Wijewickreme, and Doug Honegger. "Buried Pipelines Subjected to Transverse Ground Movement: Comparison Between Full-Scale Testing and Numerical Modeling." In 25th International Conference on Offshore Mechanics and Arctic Engineering. ASMEDC, 2006. http://dx.doi.org/10.1115/omae2006-92125.

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A research program has been undertaken to study the behaviour of buried steel pipelines subject to lateral horizontal ground movements, and to provide appropriate data to calibrate and validate numerical model(s). A large sand chamber (2.5 m W × 3.8 m L × 2.5 m H) available at the University of British Columbia was employed to conduct full-scale lateral pullout tests on steel pipelines, with different diameters and buried in sand simulating different overburden ratios. Numerical analyses were performed using finite-difference-method-based software with the soil response simulated using Mohr-Coulomb and hyperbolic elastic constitutive models. The input parameters for the initial computer modeling were based only on element testing results. The numerical predictions, using the two soil constitutive models, are compared with the results of lateral pullout tests. The numerical model, after validation with full-scale test results can be used to predict soil loads on pipe for different overburden ratios, pipe sizes and soil properties.
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Ghaednia, Hossein, Jamshid Zohrehheydariha, Sreekanta Das, Rick Wang, and Richard Kania. "Out-of-Roundness in NPS30 X70 Pipes Subjected to Concentrated Lateral Load." In 2014 10th International Pipeline Conference. American Society of Mechanical Engineers, 2014. http://dx.doi.org/10.1115/ipc2014-33107.

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Pipeline is the common mode for transporting oil, gas, and various petroleum products. Structural integrity of oil and gas transmission pipelines is often threatened by external interferences such as concentrated load, impact load, and external pressure. These external interferences can cause ‘mechanical damage’ leading to structural failure in onshore and offshore linepipes. Lateral load is applied as a concentrated load on a small area of pipe segment and can cause local buckling, bend, dent, or out-of-roundness in the pipe. As an example, a concentrated load in buried onshore linepipe can occur if a segment of the linepipe rests on a narrow rock tip or even a narrow hard surface. Such concentrated lateral load may or may not cause immediate rupture or leak in the linepipe; however, it may produce out-of-roundness with or without a dent in the pipe cross section, which can be detrimental to the structural and/or operational integrity of the pipeline. Hence, the pipeline operator becomes concerned about the performance and safety of the linepipe if a pipe section is subject to a sustained concentrated load. A research work using full-scale tests and finite element method (FEM) was undertaken at the Centre for Engineering Research in Pipelines (CERP), University of Windsor to study the influence of various internal pressures and diameter-to-thickness ratios on the out-of-roundness of 30 in diameter (NPS 30) and X70 grade pipes with D/t of 90 when subjected to a stroke-controlled concentrated load. This paper discusses the test specimens, test setup, test procedure, test results, and FEM results obtained from this study.
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Karimian, Hamid, Dharma Wijewickreme, and Doug Honegger. "Full-Scale Laboratory Testing to Assess Methods for Reduction of Soil Loads on Buried Pipes Subject to Transverse Ground Movement." In 2006 International Pipeline Conference. ASMEDC, 2006. http://dx.doi.org/10.1115/ipc2006-10047.

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A series of full-scale tests were undertaken to examine the effectiveness of the use of geosynthetic materials to reduce lateral soil loads on buried pipelines subjected to transverse ground movements. The testing program consisted of measuring lateral soil loads on steel pipes buried in trenches simulating different native soil and backfill material configurations. The effectiveness of lining the inclined surface of the trench (i.e. “trench slope”) with two layers of geotextile as a method of soil load reduction depends on the formation of good slippage at the geotextile interface. Pipes buried in relatively soft native soil can penetrate into the native soil during lateral displacement, thus causing the geotextile-lining to be ineffective as a reducer of lateral soil loads. Although there is more opportunity for slippage at the geotextile interface when the trench is in relatively stiff soil, the soil loads on the pipe seem to still increase when the pipe moves in close proximity to the trench slope; this effect is likely due to the increased normal pressures on the pipe arising as a result of the presence of the stiff trench in the vicinity of the pipe.
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Mashal, Mustafa, Karma Gurung, and Mahesh Acharya. "Full-scale experimental testing of Structural Concrete Insulated Panels (SCIPs)." In IABSE Congress, Christchurch 2021: Resilient technologies for sustainable infrastructure. Zurich, Switzerland: International Association for Bridge and Structural Engineering (IABSE), 2021. http://dx.doi.org/10.2749/christchurch.2021.0833.

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<p>Structural Concrete Insulated Panels (SCIPs) are relatively new addition to construction industry. SCIPs have previously been used in construction of residential, commercial, and military structures. Despite applications overseas and a few in the United States, SCIPs have still remained a relatively unknown construction methodology among structural engineers in the United States and other countries. SCIPs offer advantages such as fast construction, lightweight, thermal insulation, sound insulation, cost-efficiency, and good seismic and wind performance. These advantages make SCIPs a competitive construction methodology compared to traditional wood and masonry construction. In this study, the SCIP construction is introduced, followed by experimental results from full-scale testing of 14 SCIPs slab and wall panels under gravity and lateral loads. 11 full-scale slabs, ranging from 3-5.5 m (10-18 ft.) span, are tested under four-point bending tests in accordance with ASTM standards. The strength, ductility, and failure pattern of the panels are discussed. In addition, the adequacy of splicing details for SCIP slab panels are investigated experimentally using three 5.5 m (18 ft.) slab panels. Three full-scale cantilever wall panels are tested under quasi-static cyclic loading in accordance with ACI seismic testing load protocols. The wall-to-footing connection is a socket connection. This is a novel type of connection for precast wall connection in seismic regions. Experimental results and observations from testing of slab and wall panels showed good strength, ductility, and performance of the specimens.</p>
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Carolan, Michael, Michelle Muhlanger, Benjamin Perlman, and David Tyrell. "Occupied Volume Integrity Testing: Elastic Test Results and Analyses." In ASME 2011 Rail Transportation Division Fall Technical Conference. ASMEDC, 2011. http://dx.doi.org/10.1115/rtdf2011-67010.

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The Office of Research and Development of the Federal Railroad Administration (FRA) and the Volpe Center have been conducting research into developing an alternative method of demonstrating the occupied volume integrity (OVI) of passenger rail equipment through a combination of testing and analysis. This research has been performed as a part of FRA Office of Research and Development’s Railroad Safety Research and Development program, which provides technical data to support safety rulemaking and enforcement programs of the FRA Office of Railroad Safety. Previous works have been published on a series of full-scale, quasi-static tests intended to examine the load path through the occupant volume of conventional passenger cars retrofitted with crash energy management (CEM) systems. This paper reports on the most recent testing and analysis results. Before performing any tests of proposed alternative loading techniques, an elastic test of the passenger car under study was conducted. The elastic test served both to aid in validating the finite element (FE) model and to verify the suitability of the test car to further loading. In January, 2011, an 800,000 pound conventional buff strength test was performed on Budd Pioneer 244. This test featured arrays of vertical, lateral, and longitudinal displacement transducers to better distinguish between the deformation modes and rigid body motions of the passenger car. Pre-test car repairs included straightening a dent in one side sill and installing patches over cracks found in the side sills. Additionally, lateral restraints were added to the test frame due to concerns in previous tests associated with lateral shift in the frame. As a part of this testing program, a future test of a passenger car is planned to examine an alternative load path through the occupied volume. In the case of Pioneer 244, this load path places load on the floor and roof energy absorber support structures. Loading the occupant volume in this manner more closely simulates the loading the car would experience during a collision. FE analysis was used in conjunction with full-scale testing in this research effort. An FE model of the Pioneer car was constructed and the 800-kip test was analyzed. The 800-kip test results were then compared to the analysis results and the model was adjusted post-test so that satisfactory agreement was reached between the test and the model. In particular, the boundary conditions at the loading and reaction locations required careful attention to appropriately simulate the support conditions in the test. Because the 800-kip load was applied at the line of draft, this test results in significant bending as well as axial load on the car. To ensure that both the axial and bending behaviors are captured in the model, the key results that were compared between test and model are the longitudinal force-displacement behavior and the vertical deflections at various points along the car. The post-test model exhibited good agreement with the compared test results. The validated model will be used to examine the behavior of the occupant volume when loaded along the alternative load path.
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