Relevant bibliographies by topics / Lateral loads Testing

Academic literature on the topic 'Lateral loads Testing'

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Published: 10 December 2022
Last updated: 29 January 2023

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Journal articles on the topic "Lateral loads Testing"

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Behnamghader, Aliasghar, Reyhaneh Neghabat Shirazi, Alain Iost, and Denis Najjar. "Surface Cracking and Degradation of Dense Hydroxyapatite through Vickers Microindentation Testing." Applied Mechanics and Materials 66-68 (July 2011): 614–19. http://dx.doi.org/10.4028/www.scientific.net/amm.66-68.614.

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Surface degradation and cracking of dense hydroxyapatite were evaluated through Vickers micro indentation using indentation loads ranged from 25 gf to 2000 gf. Crack lengths, imprint diameters and the number of lateral cracks and chips were measured using SEM. The crack length-indentation load data were analyzed with regard to the specific relations of Palmqvist and fully developed radial cracks. Crack type transition load from Palmqvist to median crack was experimentally assessed through serial sectioning technique. The analytical estimated transition load, based on the theoretical relation of the indentation load and crack lengths showed a good agreement with one obtained from experimental itinerary. Palmqvist and median cracks were identified in low and medium indentation loads, respectively. High indentation load could also lead to the formation of lateral cracks and chips. The tendency for lateral cracking was evaluated taking into account the number of lateral cracks and chips. The chips were found to be appeared just after test in higher indentation load, whereas in medium loads they could be detectable only after several weeks.
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Pinto, Paulo, Michael McVay, Marc Hoit, and Peter Lai. "Centrifuge Testing of Plumb and Battered Pile Groups in Sand." Transportation Research Record: Journal of the Transportation Research Board 1569, no. 1 (January 1997): 8–16. http://dx.doi.org/10.3141/1569-02.

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Pile groups are generally used under structures subject to heavy axial loads or large lateral forces with or without scour. The focus in this paper is only on pile groups subject to large lateral forces. Currently, little, if any, full-scale lateral load data exist on pile groups that vary pile head fixity or batter. Reported here is the summary of a series of centrifuge tests on free- and fixed-head plumb and battered pile groups. Influence of pile head constraint, pile spacing, soil density, and vertical dead load is reported for groups ranging from 3 × 3 to 3 × 7 in size. Results reveal a significant lateral resistance of fixed- over free-head pile groups; fixed-head piles develop significant axial forces; battered piles without vertical dead loads are generally no better than plumb piles; and in the case of plumb piles, the use of multipliers to represent group interaction is valid.
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Buttermann, G. R., R. D. Kahmann, J. L. Lewis, and D. S. Bradford. "An Experimental Method for Measuring Force on the Spinal Facet Joint: Description and Application of the Method." Journal of Biomechanical Engineering 113, no. 4 (November 1, 1991): 375–86. http://dx.doi.org/10.1115/1.2895415.

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A technique is described for measuring load magnitude and resultant load contact location in the facet joint in response to applied loads and moments, and the technique applied to the canine lumbar spine motion segment. Due to the cantilever beam geometry of the cranial articular process, facet joint loads result in surface strains on the lateral aspect of the cranial articular process. Strains were quantified by four strain gages cemented to the bony surface of the process. Strain measured at any one gage depended on the loading site on the articular surface of the caudal facet and on the magnitude of the facet load. Determination of facet loads during in vitro motion segment testing required calibration of the strains to known loads of various magnitudes applied to multiple sites on the caudal facet. The technique is described in detail, including placement of the strain gages. There is good repeatability of strains to applied facet loads and the strains appear independent of load distribution area. Error in the technique depends on the location of the applied facet loads, but is only significant in nonphysiologic locations. The technique was validated by two independent methods in axial torsion. Application of the technique to five in vitro canine L2–3 motion segments testing resulted in facet loads (in newtons, N) of 74 + / −23 N (mean + /−STD) in 2 newton-meter, Nm, extension, to unloaded in flexion. Lateral bending resulted in loads in the right facet of 40 + /− 32 N for 1 Nm right lateral bending and 54 + / − 29 N for 1 Nm left lateral bending. 4 Nm Torsion with and without 100 N axial compression resulted in facet loads of 92 + / − 27 N and 69 + / − 19 N, respectively. The technique is applicable to dynamic and in vivo studies.
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LaMothe, Jeremy M., Josh R. Baxter, Sydney C. Karnovsky, Conor I. Murphy, Susannah Gilbert, and Mark C. Drakos. "Syndesmotic Injury Assessment With Lateral Imaging During Stress Testing in a Cadaveric Model." Foot & Ankle International 39, no. 4 (December 21, 2017): 479–84. http://dx.doi.org/10.1177/1071100717745660.

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Background: External rotation, lateral, and sagittal stress tests are commonly used to diagnose syndesmotic injuries, but their efficacy remains unclear. The purpose of this study was to characterize applied stresses with fibular motion throughout the syndesmotic injury spectrum. We hypothesized that sagittal fibular motion would have greater fidelity in detecting changes in syndesmotic status compared to mortise imaging. Methods: Syndesmotic instability was characterized using motion analysis during external rotation, lateral, and sagittal stress tests on cadaveric specimens (n = 9). A progressive syndesmotic injury was created by sectioning the tibiofibular and deltoid ligaments. Applied loads and fibular motion were synchronously measured using a force transducer and motion capture, respectively, while mortise and lateral radiographs were acquired to quantify clinical measurements. Fibular motion in response to these 3 stress tests was compared between the intact, complete lateral syndesmotic injury and lateral injury plus a completely sectioned deltoid condition. Results: Stress tests performed under lateral imaging detected syndesmotic injuries with greater sensitivity than the clinical-standard mortise view. Lateral imaging was twice as sensitive to applied loads as mortise view imaging. Specifically, half as much linear force generated 2 mm of detectable syndesmotic motion. In addition, fibular motion increased linearly in response to sagittal stresses (Pearson’s r [ρ] = 0.91 ± 0.1) but not lateral stresses (ρ = 0.29 ± 0.66). Conclusion: Stress tests using lateral imaging detected syndesmotic injuries with greater sensitivity than a typical mortise view. In addition to greater diagnostic sensitivity, reduced loads were required to detect injuries. Clinical Relevance: Syndesmotic injuries may be better diagnosed using stress tests that are assessed using lateral imaging than standard mortise view imaging.
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Zlobina, Irina V. "Fiberglass: Lateral Loads from Climatic and Temporary Factors." Materials Science Forum 1031 (May 2021): 88–96. http://dx.doi.org/10.4028/www.scientific.net/msf.1031.88.

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The influence of modification of fiberglass in the cured state in the microwave electromagnetic field on the value of the limit stresses is significantly manifested when testing samples in the initial state. The increase in limit voltages is on average 7%. Tests of modified samples after exposure in full-scale conditions showed a decrease in the effect with an increase in the exposure time from 6% for exposure of 3 months to 3% for exposure of 8 months. This significantly increases the uniformity of the bending strength values in the batch, which is manifested in a decrease in the coefficient of variation of limit stresses relative to the control samples by 33%. Functional dependencies in the form of 2nd-order polynomials are obtained, which allow predicting the stability of products made of modified fiberglass for long-term operation under the influence of environmental factors with a confidence of up to 98%.
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Silva, P. F., and F. Seible. "EXPERIMENTAL PROCEDURE FOR TESTING OF PILES UNDER VARYING AXIAL AND LATERAL LOADS." Experimental Techniques 25, no. 1 (January 2001): 25–29. http://dx.doi.org/10.1111/j.1747-1567.2001.tb00004.x.

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Ting, John M., Claudia R. Kauffman, and Maryann Lovicsek. "Centrifuge static and dynamic lateral pile behaviour." Canadian Geotechnical Journal 24, no. 2 (May 1, 1987): 198–207. http://dx.doi.org/10.1139/t87-025.

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The behaviour of a single vertical pile embedded in saturated sand and subjected to cyclic static and dynamic loading is studied using an extensive centrifuge model testing program. A reliable data reduction method allows computation of the dynamic and static cyclic lateral pile resistance–deflection p–y curves. The results are compared with full-scale dynamic test results and oil industry design guidelines.From these comparisons, the centrifuge technique appears to model the dynamic soil–pile system properly. For loadings causing significant nonlinearity, the static stiffness appears to be greater than the dynamic stiffness, while material hysteresis appears about the same in each case. Current American Petroleum Institute guidelines for static cyclic loading appear to overestimate the dynamic lateral resistance for medium dense sands. Key words: centrifuge model, cyclic loads, dynamic response, lateral loads, liquefaction, model tests, pile lateral loads.
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Georgiadis, M., C. Anagnostopoulos, and S. Saflekou. "Centrifugal testing of laterally loaded piles in sand." Canadian Geotechnical Journal 29, no. 2 (April 1, 1992): 208–16. http://dx.doi.org/10.1139/t92-024.

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Results of an investigation of the response of piles in sand, under lateral loads, are presented. Model piles of three different diameters and flexural stiffnesses were tested in a centrifuge apparatus to determine prototype pile behavior. The experimental results, consisting of pile head displacements and bending moment distributions along the pile length, were interpreted, analyzed, and compared with the results of several numerical analyses. The piles were treated as elastic beams on nonlinear springs, examining several different types of soil reaction relationship (p-y curves). A new p-y relationship was developed for piles in cohesionless soil which provided very satisfactory results. Key words : pile, sand, lateral loading, centrifuge, numerical analysis.
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Tanjung, Jafril, and Maidiawati. "Cyclic behavior of the R/C frames with reinforced masonry infills." E3S Web of Conferences 156 (2020): 05014. http://dx.doi.org/10.1051/e3sconf/202015605014.

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This study focuses on the experimental works to define the behavior of the reinforced concrete (R/C) frame model with the strengthening of the brick masonry infill by using the embedded reinforcement bars subjected to lateral reversed cyclic loads. A previous study by applying the lateral monotonic static loads showed that the embedded reinforcement bars increased the lateral capacity of the R/C frame and also delayed the failure of the brick masonry infill and R/C frame structure as well. However, in order to define its seismic capacity, a lateral reversed cyclic loading is required. The experimental works in this study were conducted by preparing and testing the 1/4 scaled-down R/C frame specimens represented the first story of the middle multi-story commonly constructed in the earthquake-prone area such as West Sumatera, Indonesia. The R/C frame specimens were two R/C frames with brick masonry infills where one of them strengthened by the embedded reinforced bars. All specimens were tested for applying the lateral reversed cyclic loads. The applied lateral load, the lateral displacement, the progressive cracks, and the failure mode of the specimens were observed and recorded during experimental works. As it was expected, the presence of the embedded reinforced bars in the brick masonry infills increases the seismic capacity and stiffness of the R/C specimens and also delayed the failure of the specimens. The experimental results in this study imply the simple strengthening method for the brick masonry infills.
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Coronelli, Dario, Marco Lamperti Tornaghi, Luca Martinelli, Francisco-Javier Molina, Aurelio Muttoni, Ion Radu Pascu, Pierre Pegon, et al. "Testing of a full-scale flat slab building for gravity and lateral loads." Engineering Structures 243 (September 2021): 112551. http://dx.doi.org/10.1016/j.engstruct.2021.112551.

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Dissertations / Theses on the topic "Lateral loads Testing"

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Broderick, Rick D. "Statnamic lateral loading testing of full-scale 15 and 9 group piles in clay /." Diss., CLICK HERE for online access, 2007. http://contentdm.lib.byu.edu/ETD/image/etd1800.pdf.

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Aules, Wisam Amer. "Behavior of Non-Ductile Slender Reinforced Concrete Columns Retrofit by CFRP Under Cyclic Loading." PDXScholar, 2019. https://pdxscholar.library.pdx.edu/open_access_etds/4804.

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In the Middle East region and many countries in the world, older reinforced concrete (RC) columns are deemed to be weak in seismic resistance because of their low amount of reinforcement, low grades of concrete, and large spacing between the transverse reinforcement. The capacity of older RC columns that are also slender is further reduced due to the secondary moments. Appropriate retrofit techniques can improve the capacity and behavior of concrete members. In this study, externally bonded Carbon Fiber Reinforced Polymer (CFRP) retrofit technique was implemented to improve the behavior of RC columns tested under constant axial load and cyclic lateral load. The study included physical testing of five half-scale slender RC columns, with shear span to depth ratio of 7. Three specimens represented columns in a 2-story, and two specimens represented columns in a 4-story building. All specimens had identical cross sections, reinforcement detail, and concrete strength. Two specimens were control, two specimens were retrofit with CFRP in the lateral direction, and one specimen retrofit in the longitudinal and lateral directions. A computer model was created to predict the lateral load-displacement relations. The experimental results show improvement in the retrofit specimens in strength, ductility, and energy dissipation. The effect of retrofitting technique applied to two full-scale prototype RC buildings, a 2-story and a 4-story building located in two cities in Iraq, Baghdad, and Erbil, was determined using SAP2000.
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Hu, Zhihong. "Determining the optimum depth of drilled shafts subject to combined torsion and lateral loads in saturated sand from centrifuge testing." [Gainesville, Fla.] : University of Florida, 2003. http://purl.fcla.edu/fcla/etd/UFE0002722.

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Valentine, Todd J. "Dynamic Testing of a Full-Scale Pile Cap with Dense Silty Sand Backfill." Diss., CLICK HERE for online access, 2007. http://contentdm.lib.byu.edu/ETD/image/etd2021.pdf.

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Kim, Myoung-Ho. "Analysis of Osterberg and Statnamic axial load testing and conventional lateral load testing." [Gainesville, Fla.] : University of Florida, 2001. http://etd.fcla.edu/etd/uf/2001/anp1033/MASTER.pdf.

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Thesis (M.E.)--University of Florida, 2001.
Title from first page of PDF file. Document formatted into pages; contains xii, 165 p.; also contains graphics. Vita. Includes bibliographical references (p. 164).
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Loedolff, Matthys Johannes. "The behaviour of reinforced concrete cantilever columns under lateral impact load." Thesis, Stellenbosch : Stellenbosch University, 1989. http://hdl.handle.net/10019.1/67104.

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Microreproduction of original thesis.
Thesis (PhD)--Stellenbosch University, 1990.
Some digitised pages may appear illegible due to the condition of the original microfiche copy.
ENGLISH ABSTRACT: see item for full text
AFRIKAANSE OPSOMMING: sien item vir volteks.
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Dapp, Steven Douglas. "Static Lateral Load Testing of Model Piles in Clay Soil Phase 1." DigitalCommons@USU, 2000. https://digitalcommons.usu.edu/etd/4544.

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This research project was done on behalf of the Utah Department of Transportation (UDOT). Model piles were subjected to static lateral loading in homogeneous, undisturbed clay with a known undrained shear strength. The dimensions of length, diameter, height from soil to applied load, and a pile stiffness parameter as was determined by dimensional analysis to be consistent will common full-scale steel pipe piles commonly used by UDOT. Bending moment profiles of the model pile were obtained for Lateral loads using foil type strain gages. Pile head deflection and soil response (p-y curves) were determined from these measured pile moment profiles. Model pile test results were compared to predictions made by the computer design packages Florida Pier (a 3-D, nonlinear, finite element analysis program written at the University of Florida) and COM624P.
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Bowles, Seth I. "Statnamic Lateral Load Testing and Analysis of a Drilled Shaft in Liquefied Sand." BYU ScholarsArchive, 2005. https://scholarsarchive.byu.edu/etd/723.

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Three progressively larger statnamic lateral load tests were performed on a 2.59 m diameter drilled shaft foundation after the surrounding soil was liquefied using down-hole explosive charges. An attempt to develop p-y curves from strain data along the pile was made. Due to low quality and lack of strain data, p-y curves along the test shaft could not be reliably determined. Therefore, the statnamic load tests were analyzed using a ten degree-of-freedom model of the pile-soil system to determine the equivalent static load-deflection curve for each test. The equivalent static load-deflection curves had shapes very similar to that obtained from static load tests performed previously at the site. The computed damping ratio was 30%, which is within the range of values derived from the log decrement method. The computer program LPILE was then used to compute the load-deflection curves in comparison with the response from the field load tests. Analyses were performed using a variety of p-y curve shapes proposed for liquefied sand. The best agreement was obtained using the concave upward curve shapes proposed by Rollins et al. (2005) with a p-multiplier of approximately 8 to account for the increased pile diameter. P-y curves based on the undrained strength approach and the p-multiplier approach with values of 0.1 to 0.3 did not match the measured load-deflection curve over the full range of deflections. These approaches typically overestimated resistance at small deflections and underestimated the resistance at large deflections indicating that the p-y curve shapes were inappropriate. When the liquefied sand was assumed to have no resistance, the computed deflection significantly overestimated the deflections from the field tests.
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Kauffman, Andrew L. Memari Ali M. "Cyclic in-plane lateral load testing of masonry infill walls with structural fuse elements." [University Park, Pa.] : Pennsylvania State University, 2009. http://etda.libraries.psu.edu/theses/approved/WorldWideIndex/ETD-4881/index.html.

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Ahayan, Sanae. "A constitutive Model for natural Clays : From Laboratory Testing to Modelling of Offshore Monopiles." Thesis, Ecole centrale de Nantes, 2019. http://www.theses.fr/2019ECDN0027.

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La contribution des parcs éoliens offshore en termes d’énergie renouvelable ne cesse de croître. L’électricité produite notamment par les éoliennes en mer du Nord représente de ce fait une part importante de l’énergie consommée en Europe. Pourtant, les objectifs de la Commission Européenne en termes de transition énergétique à l’horizon de 2020 sont loin d’être réalisés sans l’optimisation des techniques existantes et le développement de technologies de plus en plus innovantes. Les monopieux sont les fondations les plus populaires dans l’industrie des éoliennes offshores. Ce sont des pieux larges supportant des éoliennes de fortes puissances et situées dans des eaux plus profondes. L’objectif général de cette thèse de doctorat est d’étudier les interactions solstructure des monopieux sous sollicitation latérale, fondés dans les sols argileux. Une attention particulière est donnée aux comportement du sol dans le but de modéliser finement le comportement des sols argileux
Nowadays, offshore wind energy industry is developing exponentially, due to the significant contribution of the North Sea wind turbines energy production to the total consumed energy in Europe. Given that the EU's energy target is to increase the share of renewable energy by 2020, there is a great potential of the offshore wind energy applications towards this direction. In order to achieve this, the support of scientific research is crucial. Monopiles have been by far the most support structure for offshore turbines, nowadays becoming applicable also for complex site conditions. The main objective of this PhD thesis is to study the soil-foundation interaction problem for offshore wind turbines monopiles embedded in clays. We focus therefore on the numerical modelling of natural clay behavior. We aim to develop a constitutive model for clay soils, which allow developing new p-y curves that could be widely applied in offshore wind turbines monopiles
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Books on the topic "Lateral loads Testing"

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Kissane, Robert J. Lateral restraint of non-composite beams. Albany, NY: New York State Dept. of Transportation, Engineering Research and Development Bureau, 1985.

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G, Ghoneim Mashhour. Strength and stability of reinforced concrete plates under combined inplane and lateral loads. Edmonton, Alta: Dept. of Civil Engineering, University of Alberta, 1992.

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Rollins, Kyle M. Response, analysis, and design of pile groups subjected to static & dynamic lateral loads. Salt Lake City, Utah: Utah Dept. of Transportation, 2003.

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Ashour, Mohamed. Analysis of laterally loaded long or intermediate drilled shafts of small or large diameter in layered soil. Reno: Center for Civil Engineering Earthquake Research, Engineering Research and Development Center, College of Engineering, University of Nevada, Reno, 2004.

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Stephens, Jerry E. Performance of steel pipe pile-to-concrete bent cap connections subject to seismic or high transverse loading, phase II: Project summary report. Helena, Mont: Montana Dept. of Transportation, 2005.

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Stephens, Jerry E. Performance of steel pipe pile-to-concrete bent cap connections subject to seismic or high transverse loading, phase II: Final report. Helena]: Montana Dept. of Transportation, 2005.

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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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Wilson, John W., and Lynn L. Estes. Antiretroviral Therapy for HIV Infection. Oxford University Press, 2012. http://dx.doi.org/10.1093/med/9780199797783.003.0134.

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• Obtain confirmatory human immunodeficiency virus (HIV) testing by rapid test or enzyme-linked immunosorbent assay (ELISA); optimally repeat HIV viral load (VL) and CD4 T-cell (CD4) count 2 times before initiation of therapy; a substantial change in CD4 count is generally >30%• Perform VL immediately before treatment initiation (or change in therapy) and again 2–8 weeks later; for the latter, the optimal decrease would be at least 1 log...
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Book chapters on the topic "Lateral loads Testing"

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Nikam, Suyog, and I. P. Sonar. "Virtual Testing of Prototypes Using Test Frame Designed for Lateral Load." In Recent Trends in Construction Technology and Management, 1089–99. Singapore: Springer Nature Singapore, 2022. http://dx.doi.org/10.1007/978-981-19-2145-2_80.

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Germann, Thiemo, Daniel M. Martin, Christian Kubik, and Peter Groche. "Mastering Uncertain Operating Conditions in the Development of Complex Machine Elements by Validation Under Dynamic Superimposed Operating Conditions." In Lecture Notes in Mechanical Engineering, 236–51. Cham: Springer International Publishing, 2021. http://dx.doi.org/10.1007/978-3-030-77256-7_19.

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AbstractMachine elements produced in large quantities undergo several development cycles and can be adapted from generation to generation. Thus, experiences from real operation can be taken into account in further development. This is not possible for innovative investment goods such as special purpose machines, as these are usually individual items. Therefore, functionality and quality of newly developed components must be assured by previous investigations.Conventional methods are inadequate at this point, as they cannot represent the actual, complex operating conditions in the later application. A reliable statement about the behavior of the system through a comprehensive validation in laboratory tests under standardized conditions is not achievable in this way due to a multitude of diversified load cases.In previous work, a method was developed to allow testing of machine elements in the laboratory under detuned operating conditions. For this purpose, disturbance variables are applied to the system using paraffin wax phase change actuators in order to simulate real operation states and to analyze the behavior of the machine element under these conditions. The investigated disturbance variables are fluctuations and asymmetries of the operating load through superimposed temperature gradients. Complex interactions between the machine element and the adjacent components or the overall system can thus be taken into account.The functionality of the methodology has been developed and briefly demonstrated so far. This paper presents the next level within the development process of the methodology. The necessary components are explained in detail and an AI black box evaluation tool is discussed. This work is based on a test bench that applies dynamically changing states of detuning under superimposed disturbances. Additionally, energy efficiency and performance of the test setup is advanced. As presented, the method opens up the possibility of validating new machine elements in the laboratory under realistic conditions.
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P. Boronenko, Yuri, Rustam V. Rahimov, and Waail M. Lafta. "New Approach Measuring the Wheel/Rail Interaction Loads." In Railway Transport Planning and Management [Working Title]. IntechOpen, 2021. http://dx.doi.org/10.5772/intechopen.100031.

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This chapter suggested new methods for monitoring the dynamic processes of rolling stock/rail interaction. This study develops a new technical solution for measuring the wheel/rail interaction forces on a significant part of the sleeper. The theoretical part of this study, using FEM, confirm the ability of piecewise continuous recording of vertical and lateral forces from the wheel/rail interaction by measuring the stresses in two sections of the rail. Also, the optimum location of strain gauges and the effective length of the measuring zone have been determined. The experimental part of this study has been carried out on the stands and the railway track to confirm the effectiveness of the method to determine the vertical and lateral wheel/rail interaction forces, increase the reliable statistical data, improve the measurement accuracy, reducing the time and cost compared with current testing methods. The developed method is recommended to determine the wheel/rail interaction forces and identify defects on the wheels when diagnosing rolling stock on operational and travel regimes.
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Hogan, L. S., M. J. Pender, and L. M. Wotherspoon. "Dynamic lateral load field testing of pile foundations to determine nonlinear stiffness and damping." In Seismic Performance of Soil-Foundation-Structure Systems, 67–74. CRC Press, 2017. http://dx.doi.org/10.1201/9781315161563-7.

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Chakraborty, S., and D. A. Brown. "Simulating static and dynamic lateral load testing of bridge foundations using nonlinear finite element models." In Computational Fluid and Solid Mechanics, 99–103. Elsevier, 2001. http://dx.doi.org/10.1016/b978-008043944-0/50580-1.

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Liu, Yucheng, and Ge He. "Development of a Low-Cost Vibration Damper Dynamometer for Suspension Damper Testing." In Vibration Control of Structures [Working Title]. IntechOpen, 2022. http://dx.doi.org/10.5772/intechopen.101510.

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On performance vehicles, suspension dampers are used to reduce the vibration produced by variations in the driving surface, while simultaneously controlling the rate of load transfer between tires during lateral and longitudinal acceleration. To measure the characteristics of suspension dampers, a damper dynamometer is typically used to compress and elongate the dampers at a known speed, and then measure the force output. However, a commercial damper dynamometer is usually expensive and not always suitable for the dampers specifically designed for a customized vehicle. In this chapter, a cheap, customized, and effective damper dynamometer is constructed through computer-aided design, finite element analysis, and manufacture to measure the properties of suspension dampers used in a racecar. It was demonstrated through data analysis that this designed damper dynamometer can produce usable measurement data for a far lower cost than other methods.
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Bartoli, Gianni, Michele Betti, Saverio Giordano, and Maurizio Orlando. "In-Situ Static and Dynamic Testing and Numerical Modelling of the Dome of the Siena Cathedral (Italy)." In Handbook of Research on Seismic Assessment and Rehabilitation of Historic Structures, 85–114. IGI Global, 2015. http://dx.doi.org/10.4018/978-1-4666-8286-3.ch004.

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The chapter reports on the in-situ experimental campaign and the numerical modelling that were performed to assess the static and dynamic behaviour of the Cupola of the Siena Cathedral in Italy: an irregular polygonal masonry structure built in the 13th century and composed of two domes. The research was motivated by the failure of some of the stone-trusses which connect the two masonry domes and consists of: a) single and double flat-jack tests in the internal dome, b) dynamic vibration tests on the Cupola under environmental (wind) and artificial (vibrodyne) loads and c) dynamic vibration tests on the double colonnade located below the Cupola (hammer impact tests). Results of tests were employed to identify a numerical model of the Cupola, which allowed to simulate its structural behaviour and to account for the failure of the stone-trusses between the two domes. The numerical model was later extended to the whole Cathedral. Through the discussion of an emblematic case study, the chapter shows a careful application of non-destructive testing (NDT) and numerical modelling in the field of assessment (and rehabilitation) of heritage buildings.
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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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"Trucks were used later in various positions and strains were measured due to these truck loads. Stresses were calculated from measured strains and compared with analytical stresses calculated based on the design assumptions which are according to AASHTO Standard Specifications. Reasonable agreement between the analytical and experimental results was obtained for dead loads where the steel girders were acting alone without the concrete composite action. Furthermore the diaphragms connecting girder 5 (the instrumented girder) to girder 4 were only loosely connected under the dead loading. Differences in magnitude and distribution pattern, however, were observed for the live loading. These differences are basically due to the conservatism in AASHTO load distribution method as well as the inability of the two dimensional composite beam approach in depicting the actual three dimensional behavior of the bridge system The testing of the bridge was sponsored by Maine Department Of Transportantion, James Chandler is the Bridge Design Engineer. The analytical results presented in this paper were calculated by Steve Abbott of MODT. The interest and support of Jim and Steve as well as Karel Jacobs, also of MDOT, Is greatly appreciated. American Association of State Highway Transportation Officials, Standard Specification for Highway Bridges 2. Newmark, N., "Design of I-Beam Bridges", Transactions ASCE, Vol. 74, No. 3, Part I, March, 1948. 3. Heins, C.P. and Kuo, J.T.C., "Live Load Distribution on Simple Span Steel I-Beam Composite Highway Bridges At Ultimate Load", CE Report No. 53, University of Maryland, College Park, MD., April, 1973. 4. Heins, C.P. and Kuo, J.T.C., "Ultimate Live Load Distribution Factor For Bridges", Journal Of The Structural Division, ASCE, Vol. 101, No. ST7, Proc. Paper 11443, July 1975." In Composite Steel Structures, 52. CRC Press, 1987. http://dx.doi.org/10.1201/9781482286359-12.

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"method normally found in the UK is, at the moment, slightly different. This system is called solidarity; everyone shares the cost of insurance, across the entire gamut of risk. Even so, there have been modifiers which have crept in, such as smoking or obesity. In the case of smoking it is a self-inflicted injury and, for the most part so is obesity, but not always. Generally speaking, genetic information can be ignored using this model. So we return to our original supposition: why not test everyone and modify their premiums accordingly, which is what the insurance industry would like? Well, to begin with this would be a ‘cherry picking’ exercise. Whatever is said it can be assumed that the truth, now or later, is that if insurance companies were allowed to assess individual risk someone would end up as uninsurable, while those that probably do not need insurance will be quite happily given it. So if the claim is that there is no intention to increase profits, which it has been stated to be, why bother? Is it altruism on the part of insurance companies to put premiums up for one group and down for another? This brings us to point two. If there is no desire to increase profits, why not retain the actuarial system currently in place? Actuarial tables have been used for centuries and give a good guide to the numbers of any age cohort who will die at any given time. This system works for both the insured and the insurer; to change it is to load the dice in a game of chance in favour of the dice holder. The insurers want to bet on a certainty; the rest of us want access to affordable insurance. This is the point where the legal challenge should be pursued. Discrimination in any form is both undesirable and dangerous. It is undesirable because we may lose a significant resource in the shape of our genetic diversity. After all, we have seen that some genes which are routinely described as ‘disease genes’ have turned out to confer additional fitness to the unaffected carriers, such as sickle cell anaemia (malaria resistance) and cystic fibrosis (tuberculosis resistance). It is also dangerous because we cannot tell what path this sort of action could lead us down; eugenics is not a very sensible route for humanity to take. A primary concern in this sort of testing is that the individuals that are making judgments on the results of these tests are simply not capable of making them. With any genetic test counselling is essential; without it the misery which can be caused within a family can be immense. Such things should be challenged before the situation becomes uncontrollable. During the Human Genome Project it was discovered that in excess of 1.4 million single nucleotide polymorphisms (SNPs) are present in the human genome. Many of these are of considerable importance in testing for specific genetic conditions, even down to such things as adverse reactions to specific drugs. This will be of enormous benefit because although an adverse reaction may be a simple headache or weight loss, such a reaction can be so severe as to result in death. But SNPs have another practical application in the criminal justice system. They can be used in large panels to produce a DNA profile for identification. But even now it is reported that an American company, DNAPrint Genomics in Florida is patenting a test which tests for SNPs that correlate with eye colour. They are not trying to determine eye colour by looking at the genes which actually code for eye colour in their entirety, but at single bases differences which indicate the." In Genetics and DNA Technology: Legal Aspects, 115. Routledge-Cavendish, 2013. http://dx.doi.org/10.4324/9781843146995-23.

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Conference papers on the topic "Lateral loads Testing"

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Wiechel, John F., Andrew First, Elaine K. Peterman, Douglas R. Morr, C. Brian Tanner, and Brian M. Boggess. "Testing and Modeling of Elevator Door Retention During Hallway Applied Lateral Loads." In Digital Human Modeling for Design and Engineering Conference and Exhibition. 400 Commonwealth Drive, Warrendale, PA, United States: SAE International, 2009. http://dx.doi.org/10.4271/2009-01-2273.

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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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Otremba, Frank, and José Antonio Romero Navarrete. "A Testing Rig to Study Vehicle-Track Interaction During Turning." In 2018 Joint Rail Conference. American Society of Mechanical Engineers, 2018. http://dx.doi.org/10.1115/jrc2018-6102.

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Developing of testing rigs represents a crucial activity for understanding the behavior of physical systems. A sloshing cargo in a railway tank car involves the dynamic interaction of the cargo-frame systems, characterized by lateral load transfers derived from the motion of the cargo. Such dynamic loads could develop a concentrated damage in the rail. While it has been recognized in the literature the influence of such dynamic sloshing forces on the wheel load exerted on the rails, affecting the lateral stability of the car and, consequently, the level of stress in the rail, no experimental validation has been made for none of these situations, namely, the effect of sloshing cargoes on the lateral stability of the cars, and on the corresponding stress level in the rails. In this paper, an experimental test rig is proposed to study the liquid cargo–tank car interaction when negotiating a turn. The equipment will provide the means to validate a simplified mathematical model, which will allow extensive parametric analyses.
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Morscheck, Luke A., and John J. Roller. "Stress Testing of a New North American Passenger Locomotive Truck Frame in Accordance With International Union of Railways (UIC) Code." In 2013 Joint Rail Conference. American Society of Mechanical Engineers, 2013. http://dx.doi.org/10.1115/jrc2013-2426.

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MotivePower Incorporated (MPI) a Wabtec company and CTLGroup have completed stress testing of a new two-axle passenger locomotive truck (bogie) frame for use in North America. Testing was performed in accordance with International Union of Railways (UIC) Code 615-4 – Bogie Frame Structural Strength Tests [1]. Static testing was performed to simulate exceptional, main in-service and particular in-service loads. A three-phase dynamic fatigue test of 10 million cycles was also performed. Factors for quasi-static, dynamic and track twist (warp) loads were increased from those recommended by the UIC Code for normal operating conditions on European railways to represent North American track conditions. Significant engineering thought was invested in fixture design, with each load application and reaction point receiving careful consideration. Static testing required ten different servo-controlled loading systems to simulate independent or superimposed vertical, lateral and/or longitudinal forces. The applied loads represented tractive effort, braking effort, curving, vehicle lateral dynamics, vehicle vertical dynamics and track twist. Fatigue testing required four different servo-controlled loading systems utilizing synchronized force functions to simulate alternating quasi-static and dynamic load sequences. The apparatus also included provisions for measuring vertical reactions at each primary spring pocket. Vertical reaction loads were measured by instrumented pedestals using a full Wheatstone bridge configuration to cancel out longitudinal and lateral load effects. Prior to testing, the prototype truck frame was instrumented with 133 strain gages installed at selected points of interest. Stress values discerned from the measured strains conformed to the allowable stress criteria and compared well with those predicted by finite element analysis. Measured force reactions also showed strong correlation with predicted values. No indications of cracks were discovered during periodic non-destructive inspections. In conclusion, the UIC Code 615-4 test protocol was utilized to successfully demonstrate the strength and durability of a new two-axle passenger locomotive truck frame.
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Dick, Matthew G., David S. McConnell, and Hans C. Iwand. "Experimental Measurement and Finite Element Analysis of Screw Spike Fatigue Loads." In ASME/IEEE 2007 Joint Rail Conference and Internal Combustion Engine Division Spring Technical Conference. ASMEDC, 2007. http://dx.doi.org/10.1115/jrc/ice2007-40090.

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Screw spikes, also known as coach screws, are an advanced alternative to common cut spikes for track fastening. Despite their ability to secure tie plates with a clamp load and utilization of high strength steels, they are still susceptible to bending fatigue failure from lateral wheel loads. A novel method of measuring these bending loads on screw spikes was developed and implemented to characterize the load environment of the screw spikes. Results indicated that measured peak bending loads under lateral wheel loads reached as high as 10,000 lbs for individual spikes, while others carried no load whatsoever. A finite element model was developed to determine the tensile stress fields created by the measured bending loads. A good correlation was found between the FEA model predicted point of highest stress and the location of fracture. Through the testing and analysis it was determined that lateral wheel loads are not distributed evenly among the four screw spikes of a single tie plate. Instead, it was found that one spike carried nearly no load while the spike opposite of it carried more load. Using the finite element analysis it was determined that the spike exposed to the higher loading was subjected to tensile stresses above its endurance limit, which would eventually lead to a bending fatigue failure.
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Wu, Tsu-Te, Jennifer L. Gorczyca, Daniel R. Leduc, and Jeffery L. England. "Dynamic Analysis of Hanford Unirradiated Fuel Package Subjected to Sequential Lateral Loads in Hypothetical Accident Conditions." In ASME 2008 Pressure Vessels and Piping Conference. ASMEDC, 2008. http://dx.doi.org/10.1115/pvp2008-61564.

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Large fuel casks present challenges when evaluating their performance in the Hypothetical Accident Conditions (HAC) specified in the Code of Federal Regulations Title 10 part 71 (10CFR71). Testing is often limited by cost, difficulty in preparing test units and the limited availability of facilities which can carry out such tests. In the past, many casks were evaluated without testing by using simplified analytical methods. This paper presents a numerical technique for evaluating the dynamic responses of large fuel casks subjected to sequential HAC loading. A nonlinear dynamic analysis was performed for a Hanford Unirradiated Fuel Package (HUFP) [1] to evaluate the cumulative damage after the hypothetical accident Conditions of a 30-foot lateral drop followed by a 40-inch lateral puncture as specified in 10CFR71. The structural integrity of the containment vessel is justified based on the analytical results in comparison with the stress criteria, specified in the ASME Code, Section III, Appendix F [2], for Level D service loads. The analyzed cumulative damages caused by the sequential loading of a 30-foot lateral drop and a 40-inch lateral puncture are compared with the package test data. The analytical results are in good agreement with the test results.
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Shi, Li, Libin Sun, Zonggang Wang, Yuqin Hu, and Zhensheng Zhang. "Graphite Component Testing on the Load Capacity of the Dowel-Brick Structure in HTR-PM." In 2012 20th International Conference on Nuclear Engineering and the ASME 2012 Power Conference. American Society of Mechanical Engineers, 2012. http://dx.doi.org/10.1115/icone20-power2012-54945.

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Graphite core components which form the moderator and reflector structures in High Temperature Reactor Pebble bed Module (HTR-PM) are subjected to various kinds of loads. Graphite keys and dowels are designed to maintain the structure integration and dimension stability of the graphite assembly during the operation of the plant. The dowel-brick structures bear the shear loads between different layers of the graphite bricks. Experiments have been carried out to study the shear load capacity of the graphite dowel and dowel-brick structure. The load-displacement curves and the failure modes were obtained for different dowels used in HTR-PM. The results show that for a dowel-brick structure subjected to lateral load, graphite brick failed first with cracks initiated around the dowel socket. The load capacity of the dowel-brick structure is lower than that of the dowel itself. The shear stiffness of the dowel-brick structure was obtained to calculate the relative displacement of adjacent graphite bricks connected by dowels.
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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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Stone, D. H., Goutam Majumder, and V. S. Bowaj. "Shattered Rim Wheel Defects and the Effect of Lateral Loads and Brake Heating on Their Growth." In ASME 2002 International Mechanical Engineering Congress and Exposition. ASMEDC, 2002. http://dx.doi.org/10.1115/imece2002-33234.

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This report details studies conducted by Transportation Technology Center, Inc. (TTCI), a subsidiary of the Association of American Railroads (AAR), to determine the causes and behavior of shattered rim defects in wheels. Shattered rim defects are the result of large fatigue cracks that propagate roughly parallel to the wheel tread surface. They form and grow 1/2 to 3/4 inch (12–20 mm) below the tread surface. Once a shattered rim crack is formed it will grow under normal rolling loads. Therefore, the prevention of shattered rims is best accomplished by preventing crack initiation. Shattered rims tend to occur in either relatively new wheels or those that are near their condemning limit. Recent changes have been made to ultrasonic test requirements in AAR Specification M-107/208, “Wheels, Carbon Steel,” to reduce the acceptable size of discontinuities. This will help reduce the occurrence of some shattered rims, but will not prevent the formation of all of them. Ultrasonic testing of returned wheels would be effective in reducing the incidence of shattered rims in wheels with thinner rims.
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Romero, Jose´ A., Wenceslao Ortiz, and Alejandro Lozano. "Conceptual Design of a Testing Facility to Assess Trucks Maneuvering Performance." In ASME 2005 International Mechanical Engineering Congress and Exposition. ASMEDC, 2005. http://dx.doi.org/10.1115/imece2005-80002.

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Road safety is influenced by the dynamic performance of heavy trucks during emergency maneuvers that involve abrupt changes in direction and velocity. In this context, rating of trucks performance under such situations becomes crucial to promote safer roads. Present test methods to evaluate trucks performance during braking and lane change maneuvers involve substantial monetary and time investments, and are limited to certain critical trucks and cargo. A more general methodology to evaluate a wider range of vehicles under diverse situations is thus necessary. In this paper the conceptual design of a truck testing facility is proposed to characterize and compare the dynamic performance of the vehicles under emergency maneuvering, as a function of the components’ properties, payload conditions and overall truck design. The equipment consists of a moving platform on which the vehicle is mounted, including load cells to measure tire loads. The motion of the platform can simulate steering maneuvers by providing lateral and yaw excitations.
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