Готові списки джерел за темами / Shear transfet

Добірка наукової літератури з теми "Shear transfet"

Автор: Grafiati
Опубліковано: 10 грудня 2022
Оновлено: 28 січня 2023

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Статті в журналах з теми "Shear transfet"

1

Durand, Cyril, Emilien Oliot, Didier Marquer, and Jean-Pierre Sizun. "Chemical mass transfer in shear zones and metacarbonate xenoliths: a comparison of four mass balance approaches." European Journal of Mineralogy 27, no. 6 (December 14, 2015): 731–54. http://dx.doi.org/10.1127/ejm/2015/0027-2475.

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2

Goodman, S. "The Portsoy–Duchray Hill Lineament: a review of the evidence." Geological Magazine 131, no. 3 (May 1994): 407–15. http://dx.doi.org/10.1017/s0016756800011158.

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AbstractThe Portsoy–Duchray Hill Lineament has been widely quoted in the literature as a major zone of discontinuities, running from Portsoy on the Banff coast to the Duchray Hill area in Perthshire. A review of the evidence indicates that there is no single structural entity running from Portsoy to Duchray Hill; the term ‘Portsoy-Duchray Hill lineament’ should be avoided. There are, however, significant along- and across-strike variations in geological history across a zone which extends from Portsoy to the Cabrach (the ‘Portsoy Line’). Certain elements can be identified also in areas further south, e.g. the Coyles of Muick shear zone and Glen Doll fault.The Portsoy Line was initiated as a zone of syn-depositional faulting, with resulting facies variations similar to those seen across the Glen Doll fault. The Portsoy Line was reactivated as a ductile shear zone during Caledonian orogenesis, while the Glen Doll fault is a later, more brittle, structure. The shear zone from Portsoy to the Cabrach forms the western branch of a system of shears which acted to focus syn-orogenic basic magmatism, and differential movement during post- metamorphic uplift. The Coyles of Muick shear zone is the most southerly example of the system of shears, and there is probably a transfer zone along Deeside between it and the Portsoy-Cabrach shear zone, now obscured in part by the Ballater Granite. The focused shear zones serve to delineate the Buchan area, with its low pressure metamorphism and distinctive structural style, from areas to the south and west where the structural level was deeper, and deformation more pervasive.
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3

Wu, Cong Xiao, Yun Zhou, Xue Song Deng, and Cong Yong Wu. "Study on Mechanical Behavior of the Key Components of High-Level Transfer Frame-Shear Wall Structure with Viscous Dampers." Advanced Materials Research 163-167 (December 2010): 1241–46. http://dx.doi.org/10.4028/www.scientific.net/amr.163-167.1241.

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Based on the limited demand of transfer beam sectional dimension of tall building structure with transfer story in Technical Specification for Concrete Structures of Tall Building, a high-level transfer frame-shear structure with viscous dampers is presented for simulating the mechanical behavior of the key components effect with consideration the transfer beam depth with 1/6, 1/8 and 1/10 calculation span. The analysis results indicate that the internal force of the transfer beam, frame-support column of transfer story, shear wall above transfer level and base shear wall is obviously reduced, with the reduction of the transfer beam depth. Comparison with the high-level transfer frame-shear structure, the internal force of the key components of the high-level transfer frame-shear structure with viscous dampers also is reduced. Therefore, the limited demand of the transfer beam sectional dimension and the construction measure of the shear wall could be properly reduced in the high-level transfer frame-shear structure with viscous dampers.
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4

Jagwal, M. R., I. Ahmad, and M. Sajid. "Non-axisymmetric Homann stagnation point flow of Maxwell nanofluid towards fixed surface." International Journal of Modern Physics C 32, no. 06 (March 6, 2021): 2150076. http://dx.doi.org/10.1142/s0129183121500765.

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In this paper, the heat-transfer enhancement phenomena have been explored for non-axisymmetric Homann stagnation-point flow of Maxwell fluid. Furthermore, Buongiorno’s model for nanofluid is utilized to study remarkable impacts of random (Brownian) motion and thermophoresis of dispersed nanoparticle. The Maxwell nanofluid generates new class of asymmetric stagnation-point flows that depends on ratio [Formula: see text] ([Formula: see text] is shear and [Formula: see text] is strain rate) and Deborah number [Formula: see text]. The numerical and asymptotic consequences of leading equations for current model are obtained using shooting technique. The solution is obtained for diverse values of involved parameters over [Formula: see text]. The wall shear stress, heat/mass transfer rate, velocities, temperature distributions and nanoparticle concentration compared to their large-[Formula: see text] asymptotic behaviors were presented for different values of involved parameters. It is observed that the numerical outcomes of wall shear stress, heat-transfer rate and mass flux best agree with their perturbative solution for large-[Formula: see text]. Moreover, the wall shears [Formula: see text], [Formula: see text] grow as viscoelasticity raises. The reduction in heat flux and particles mass diffusion occurs near the wall boundary-layer due to clustering of nanoparticles. However, heated surface during thermophoresis is pushed nanoparticles into Brownian motion which constitute to enhance the heating process.
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5

Yi, Ling, and Cong Xiao Wu. "Study on Mechanical Behavior of the Key Components of High-Level Transfer Frame-Shear Wall Structure with Steel-Lead Viscoelastic Dampers." Advanced Materials Research 446-449 (January 2012): 2340–44. http://dx.doi.org/10.4028/www.scientific.net/amr.446-449.2340.

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Анотація:
Based on the limited demand of transfer beam sectional dimension of tall building structure with transfer story in Technical Specification for Concrete Structures of Tall Building, a high-level transfer frame-shear structure with steel-lead viscoelastic dampers is presented for simulating the mechanical behavior of the key components effect with consideration the transfer beam depth with 1/6, 1/8 and 1/10 calculation span. The analysis results indicate that the internal force of the transfer beam, frame-support column of transfer story, shear wall above transfer level and base shear wall is obviously reduced, with the reduction of the transfer beam depth. Comparison with the high-level transfer frame-shear structure, the internal force of the key components of the high-level transfer frame-shear structure with the steel-lead viscoelastic dampers also is reduced. Therefore, the limited demand of the transfer beam sectional dimension and the construction measure of the shear wall could be properly reduced in the high-level transfer frame-shear structure with the steel-lead viscoelastic dampers.
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6

Davids, William G., Zongmu Wang, George Turkiyyah, Joe P. Mahoney, and David Bush. "Three-Dimensional Finite Element Analysis of Jointed Plain Concrete Pavement with EverFE2.2." Transportation Research Record: Journal of the Transportation Research Board 1853, no. 1 (January 2003): 92–99. http://dx.doi.org/10.3141/1853-11.

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The features and concepts underlying EverFE2.2, a freely available three-dimensional finite element program for the analysis of jointed plain concrete pavements, are detailed. The functionality of EverFE has been greatly extended since its original release: multiple tied slab or shoulder units can be modeled, dowel misalignment or mislocation can be specified per dowel, nonlinear thermal or shrinkage gradients can be treated, and nonlinear horizontal shear stress transfer between the slabs and base can be simulated. Improvements have been made to the user interface, including easier load creation, user-specified mesh refinement, and expanded visualization capabilities. These new features are detailed, and the concepts behind the implementation of EverFE2.2 are explained. In addition, the results of two parametric studies are reported. The first study considers the effects of dowel locking and slab-base shear transfer and demonstrates that these factors can significantly affect the stresses in slabs subjected to both uniform shrinkage and thermal gradients. The second study examines transverse joint mislocation and dowel looseness on joint load transfer. As expected, joint load transfer is greatly reduced by dowel looseness. However, while transverse joint mislocation can significantly reduce peak dowel shears, it has relatively little effect on total load transferred across the joint for the models considered.
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7

Shapiro, Alan. "Drag-Induced Transfer of Horizontal Momentum between Air and Raindrops." Journal of the Atmospheric Sciences 62, no. 7 (July 1, 2005): 2205–19. http://dx.doi.org/10.1175/jas3460.1.

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Abstract A theoretical model for unsteady drag-induced transfer of horizontal momentum between air and raindrops in moderate to heavy rainfall is presented. The model accounts for a two-way coupling in which the relative horizontal motion between air and raindrops appears as a drag forcing in both the air and raindrop equations of motion. Analytical solutions of these coupled equations are obtained for the case of rain falling through (i) an initial step change in environmental wind, (ii) a uniform shear profile, and (iii) periodically varying vertical shears of various wavenumbers (a crude proxy for turbulent eddies). Formulas for the propagation (descent) speeds of the shear zones are obtained for (ii), (iii), and for the later stage of (i). However, these speeds are generally quite small—on the order of a few centimeters per second even for heavy rainfall. More importantly, the solutions of (i) and (iii) indicate that the drag interaction leads to a decay of the velocity gradients. A formula for the e-folding decay time of the periodically varying shear profiles indicates that at small wavelengths, the smallest decay times are found for the smaller drops, but at large wavelengths, the smallest decay times are found for the larger drops. The decay times decrease with decreasing wavelength, and approach a value equal to the reciprocal of the product of the rainwater mixing ratio and a drag parameter in the limit of vanishing wavelength. For parameters typical of moderate to heavy rainfall, the small-scale decay times are on the order of a few minutes.
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8

Emiko, Lim, Vinayagam Thamaraikkannan, Wee Tiong Huan, and Tamilselvan Thangayah. "Shear transfer in lightweight concrete." Magazine of Concrete Research 63, no. 6 (June 2011): 393–400. http://dx.doi.org/10.1680/macr.9.00162.

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9

Jwad, Eman, and Waleed Awad Waryosh. "SHEAR TRANSFER BEHAVIOR OF FIBROUS CONCRETE." Journal of Engineering and Sustainable Development 27, no. 1 (January 1, 2023): 104–16. http://dx.doi.org/10.31272/jeasd.27.1.9.

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Fibrous concrete's shear strength behavior is important in structural design. Brackets, corbels, and ledger beams are examples of concrete members that might collapse in shear. Such a failure might be brittle and sudden. Fibers improve concrete's behavior by increasing residual shear transfer and reducing crack development and extension. In an experimental study, nine push-off specimens were divided into three groups and examined as part of the experiment. Conventional concrete, conventional concrete with 1% glass fiber, and conventional concrete with 1% steel fiber were the groups. There were three push-off specimens with various shear reinforcement ratios in each of the groups that were examined (0.0, 0.45, and 0.68%). The specimens utilized had dimensions of 500mm x 250mm x 125mm. The vertical slip and horizontal separation at the shear plane were measured using two-stroke linear variable displacement transducers (LVDT). The effect of fiber type and the ratio of transverse reinforcement across the shear plane were the parameters evaluated. The presence of fibers enhances final shear strength, which is more obvious in specimens without stirrups in the shear plane. Where the addition of 1% of glass fiber to normal strength concrete increased ultimate shear strength by 32.26%, 12.38%, and 12.5%, while adding 1% of steel fiber to normal strength concrete increased ultimate shear strength by up to 53.22%, 19%, and 25%, respectively, for the specimens without stirrups, two stirrups, and three stirrups. The fibrous specimens were stiffer and ductile failure was seen. Steel fibers improved overall concrete shear behavior better than glass fibers.
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10

Ahn, Byeonguk, Thomas H. K. Kang, Su-Min Kang, and Jang Keun Yoon. "Punching Shear Stress in Post-Tensioned Transfer Plate of Multi-Story Buildings." Applied Sciences 10, no. 17 (August 31, 2020): 6015. http://dx.doi.org/10.3390/app10176015.

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The design of a post-tensioned transfer plate is typically controlled by shear force—in particular, punching shear at the slab-column connection. To verify the accuracy of the separated model only for one floor currently used in the design of a post-tensioned transfer plate, results were compared to a complete model with multi-story building system for which two representative residential building plans were used to emulate physical structural systems. Punching shear stress for the separated model was calculated using the eccentric shear stress model presented in ACI 318. Punching shear stress was found to be overestimated in the separated model, given that interaction between transfer plates and upper shear walls cannot be reflected therein. Differences at column locations were also noted as the number of stories below the transfer floor increased. Consequently, the separated model is not recommended for design of post-tensioned transfer plates. A complete model is more suitable for more realistic and potential cost-effective design, through the inclusion of the interaction between transfer plates and upper shear walls.
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Дисертації з теми "Shear transfet"

1

Valle, Mariano Oñar. "Shear transfer in fiber reinforced concrete." Thesis, Massachusetts Institute of Technology, 1991. http://hdl.handle.net/1721.1/72749.

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2

Wallenfelsz, Joseph A. "Horizontal Shear Transfer for Full-Depth Precast Concrete Bridge Deck Panels." Thesis, Virginia Tech, 2006. http://hdl.handle.net/10919/31943.

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Full-depth precast deck panels are a promising alternative to the conventional cast-in-place concrete deck. They afford reduced construction time and fewer burdens on the motoring public. In order to provide designers guidance on the design of full-depth precast slab systems with their full composite strength, the horizontal shear resistance provided at the slab-to-beam interface must be quantified through further investigation. Currently, all design equations, both in the AASHTO Specifications and the ACI code, are based upon research for cast-in-place slabs. The introduction of a grouted interface between the slab and beam can result in different shear resistances than those predicted by current equations. A total of 29 push off tests were performed to quantify peak and post-peak shear stresses at the failure interface. The different series of tests investigated the surface treatment of the bottom of the slab, the type and amount of shear connector and a viable alternative pocket detail. Based on the research performed changes to the principles of the shear friction theory as presented in the AASHTO LRFD specifications are proposed. The proposal is to break the current equation into two equation that separate coulomb friction and cohesion. Along with these changes, values for the coefficient of friction and cohesion for the precast deck panel system are proposed.
Master of Science
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3

Pai, Sai Ganesh Sarvotham. "Force transfer around openings in CLT shear walls." Thesis, University of British Columbia, 2014. http://hdl.handle.net/2429/51632.

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During an earthquake, shear walls can experience damage around corners of doors and windows due to development of stress concentration. Reinforcements provided to minimize this damage are designed for forces that develop at these corners known as transfer forces. In this thesis, the focus is on understanding the forces that develop around opening corners in cross laminated timber (CLT) shear walls and reinforcement requirements for the same. In the literature, four different analytical models are commonly considered to determine the transfer force for design of wood-frame shear walls. These models have been reviewed in this thesis. The Diekmann model is found to be the most suitable analytical model to determine the transfer force around a window-type opening. Numerical models are developed in ANSYS to analyse the forces around opening corners in CLT shear walls. CLT shear walls with cut-out openings are analysed using a three-dimensional brick element model and a frame model. These models highlight the increase in shear and torsion around opening corners due to stress concentration. The coupled-panel construction practice for CLT shear walls with openings is analysed using a continuum model calibrated to experimental data. The analysis shows the increase in strength and stiffness of walls, when tie-rods are used as reinforcement. Analysis results also indicate that the tie-rods should be designed to behave linearly for optimum performance of the wall. Finally, a linear regression model is developed to determine the stiffness of a simply-supported CLT shear wall with a window-type opening. This model provides insight into the effect of various geometrical and material parameters on the stiffness of the wall. The process of model development has been explained, which can be improved further to include the behaviour of anchors.
Applied Science, Faculty of
Civil Engineering, Department of
Graduate
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4

Younes, Imad Sabeh. "Transfer matrix analysis of frame-shear wall systems." Thesis, University of Southampton, 1990. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.280922.

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5

Rong, Wang. "Instability of shear fluids with mass transfers." Doctoral thesis, Universite Libre de Bruxelles, 1991. http://hdl.handle.net/2013/ULB-DIPOT:oai:dipot.ulb.ac.be:2013/213013.

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6

Karabulut, Halit. "Condensation heat transfer in the presence of vapour shear." Thesis, Heriot-Watt University, 1991. http://hdl.handle.net/10399/819.

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7

Habouh, Mohamed I. "SHEAR TRANSFER STRENGTH OF CONCRETE PLACED AGAINST HARDENED CONCRETE." University of Akron / OhioLINK, 2015. http://rave.ohiolink.edu/etdc/view?acc_num=akron1439564977.

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8

Kamaraldin, Khaled. "Punching shear and moment transfer in reinforced concrete flat slabs." Thesis, University of Westminster, 1990. https://westminsterresearch.westminster.ac.uk/item/94vwq/punching-shear-and-moment-transfer-in-reinforced-concrete-flat-slabs.

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9

Sadrizadeh, Sasan. "Instabilities in Pulsating Pipe Flow of Shear-Thinning and Shear-Thickening Fluids." Thesis, Linköpings universitet, Mekanisk värmeteori och strömningslära, 2012. http://urn.kb.se/resolve?urn=urn:nbn:se:liu:diva-82037.

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In this study, we have considered the modal and non-modal stability of fluids with shear-dependent viscosity flowing in a rigid straight pipe. A second order finite-difference code is used for the simulation of pipe flow in the cylindrical coordinate system. The Carreau-Yasuda model where the rheological parameters vary in the range of 0.3 < n < 1.5 and 0.1 < λ < 100 is represents the viscosity of shear- thinning and shear thickening fluids. Variation of the periodic pulsatile forcing is obtained via the ratio Kω/Kο and set between 0.2 and 20. Zero and non-zero streamwise wavenumber have been considered separately in this study. For the axially invariant mode, energy growth maxima occur for unity azimuthal wave number, whereas for the axially non-invariant mode, maximum energy growth can be observed for azimuthal wave number of two for both Newtonian and non-Newtonian fluids. Modal and non-modal analysis for both Newtonian and non-Newtonian fluids show that the flow is asymptotically stable for any configuration and the pulsatile flow is slightly more stable than steady flow. Increasing the maximum velocity for shear-thinning fluids caused by reducing power-low index n is more evident than shear-thickening fluids. Moreover, rheological parameters of Carreau-Yasuda model have ignored the effect on the peak velocity of the oscillatory components. Increasing Reynolds number will enhance the maximum energy growth while a revers behavior is observed by increasing Womersley number.
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10

Banta, Timothy E. "Horizontal Shear Transfer Between Ultra High Performance Concrete And Lightweight Concrete." Thesis, Virginia Tech, 2005. http://hdl.handle.net/10919/31446.

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Ultra high performance concrete, specifically Ductal® concrete, has begun to revolutionize the bridge design industry. This extremely high strength material has given smaller composite sections the ability to carry larger loads. As the forces being transferred through composite members are increasing in magnitude, it is vital that the equations being used for design are applicable for use with the new materials. Of particular importance is the design of the horizontal shear reinforcement connecting the bridge deck to the top flange of the beams. Without adequate shear transfer, the flexural and shearing capacities will be greatly diminished. The current design equations from ACI and AASHTO were not developed for use in designing sections composed of Ductal® and Lightweight concrete. Twenty-four push-off tests were performed to determine if the current horizontal shear design equations could accurately predict the horizontal shear strength of composite Ductal® and Lightweight concrete sections. Effects from various surface treatments, reinforcement ratios, and aspect ratios, were determined. The results predicted by the current design equations were compared to the actual results found during testing. The current design equations were all found to be conservative. For its ability to incorporate various cohesion and friction factors, it is recommended that the equation from AASHTO LRFD Specification (2004) be used for design.
Master of Science
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Книги з теми "Shear transfet"

1

a-Hassan, Nabil Karim. Shear transfer in concrete-filled steel hollow sections. Manchester: Universityof Manchester, 1993.

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2

Wolfe, Ronald W. Stiffness and strength properties of shear transfer plate connections. Madison, WI (One Gifford Pinchot Dr., Madison 53705-2398): U.S. Dept. of Agriculture, Forest Service, Forest Products Laboratory, 1993.

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3

Han, Endao. Transient Dynamics of Concentrated Particulate Suspensions Under Shear. Cham: Springer International Publishing, 2020. http://dx.doi.org/10.1007/978-3-030-38348-0.

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4

Lee, Jeffrey, Daniel Stockli, Jeffrey Schroeder, Christopher Tincher, David Bradley, Lewis Owen, John Gosse, Robert Finkel, and Jason Garwood, eds. Fault Slip Transfer in the Eastern California Shear Zone-Walker Lane Belt. Laramie, WY: Geological Society of America, 2006. http://dx.doi.org/10.1130/2006.fstite.pfg.

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5

Analytis, G. Th. Assessment of interfacial shear and wall heat transfer of RELAP5/MOD2/36.02 during reflooding. Washington, DC: Office of Nuclear Regulatory Research, U.S. Nuclear Regulatory Commission, 1989.

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6

Yuen, Wai-hong Kenneth. A study of boundary shear stress, flow resistance and momentum transfer in open channels with simple and compound trapezoidal cross section. Birmingham: University of Birmingham, 1989.

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7

Commandeur, Paul R. Shear stress transfer between roots and soil. 1987.

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8

Han, Endao. Transient Dynamics of Concentrated Particulate Suspensions Under Shear. Springer, 2020.

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9

Han, Endao. Transient Dynamics of Concentrated Particulate Suspensions under Shear. Springer International Publishing AG, 2021.

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10

United States. National Aeronautics and Space Administration., ed. A new energy transfer model for turbulent free shear flow. [Washington, DC: National Aeronautics and Space Administration, 1992.

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Частини книг з теми "Shear transfet"

1

Boiko, Andrey V., Alexander V. Dovgal, Genrih R. Grek, and Victor V. Kozlov. "Transient disturbances in shear flows." In Physics of Transitional Shear Flows, 159–76. Dordrecht: Springer Netherlands, 2012. http://dx.doi.org/10.1007/978-94-007-2498-3_9.

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2

Lindstedt, R. P., and V. Sakthitharan. "Transient Flame Growth in a Developing Shear Layer." In Turbulent Shear Flows 9, 389–409. Berlin, Heidelberg: Springer Berlin Heidelberg, 1995. http://dx.doi.org/10.1007/978-3-642-78823-9_24.

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3

Cebeci, Tuncer, and Peter Bradshaw. "Free Shear Flows." In Physical and Computational Aspects of Convective Heat Transfer, 238–62. New York, NY: Springer New York, 1988. http://dx.doi.org/10.1007/978-1-4612-3918-5_8.

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4

Hallbäck, Magnus, Torbjörn Sjögren, and Arne V. Johansson. "Modelling of Intercomponent Transfer in Reynolds Stress Closures of Homogeneous Turbulence." In Turbulent Shear Flows 9, 21–31. Berlin, Heidelberg: Springer Berlin Heidelberg, 1995. http://dx.doi.org/10.1007/978-3-642-78823-9_3.

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5

Nagano, Y., H. Sato, and M. Tagawa. "Structure of Heat Transfer in the Thermal Layer Growing in a Fully Developed Turbulent Flow." In Turbulent Shear Flows 9, 343–64. Berlin, Heidelberg: Springer Berlin Heidelberg, 1995. http://dx.doi.org/10.1007/978-3-642-78823-9_21.

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6

Iritani, Yoichiro, Nobuhide Kasagi, and Masaru Hirata. "Heat Transfer Mechanism and Associated Turbulence Structure in the Near-Wall Region of a Turbulent Boundary Layer." In Turbulent Shear Flows 4, 223–34. Berlin, Heidelberg: Springer Berlin Heidelberg, 1985. http://dx.doi.org/10.1007/978-3-642-69996-2_18.

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7

Yoshida, H., T. Furuya, and R. Echigo. "The Effect of Lateral Divergence on the Structure of a Turbulent Channel Flow and Its Heat Transfer." In Turbulent Shear Flows 6, 269–82. Berlin, Heidelberg: Springer Berlin Heidelberg, 1989. http://dx.doi.org/10.1007/978-3-642-73948-4_23.

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8

Inaoka, Kyoji, and Kenjiro Suzuki. "Structure of the Turbulent Boundary Layer and Heat Transfer Downstream of a Vortex Generator Attached to a LEBU Plate." In Turbulent Shear Flows 9, 365–82. Berlin, Heidelberg: Springer Berlin Heidelberg, 1995. http://dx.doi.org/10.1007/978-3-642-78823-9_22.

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Cebeci, Tuncer, and P. Bradshaw. "Free Shear Flows." In Solutions Manual and Computer Programs for Physical and Computational Aspects of Convective Heat Transfer, 82–87. New York, NY: Springer New York, 1989. http://dx.doi.org/10.1007/978-1-4899-6710-7_8.

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10

Atmane, Mohamed A., and Jacques George. "Gas Transfer Across a Zero-Shear Surface: A Local Approach." In Gas Transfer at Water Surfaces, 255–59. Washington, D. C.: American Geophysical Union, 2013. http://dx.doi.org/10.1029/gm127p0255.

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Тези доповідей конференцій з теми "Shear transfet"

1

Plourde, Frederic, Dominique Couton, and Son Doan Kim. "VORTEX SHEDDING CHARACTERISATION IN A SHEAR LAYER WITH VARIABLE BOUNDARY CONDITIONS." In International Symposium on Transient Convective Heat Transfer. New York: Begellhouse, 1996. http://dx.doi.org/10.1615/ichmt.1996.transientconvheattransf.340.

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2

Gradeck, Michel, and Michel Lebouche. "LOCAL STRUCTURE OF THE GAS-LIQUID FLOW IN HORIZONTAL CORRUGATED CHANNELS - FLOW PATTERNS AND WALL SHEAR STRESS." In International Symposium on Transient Convective Heat Transfer. New York: Begellhouse, 1996. http://dx.doi.org/10.1615/ichmt.1996.transientconvheattransf.390.

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3

MIKSAD, R., M. HAJJ, and E. POWERS. "Measurements of nonlinear transfer functions for subharmonic generation in mixing layers." In 2nd Shear Flow Conference. Reston, Virigina: American Institute of Aeronautics and Astronautics, 1989. http://dx.doi.org/10.2514/6.1989-980.

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4

WADSWORTH, D. C., E. P. MUNTZ, R. F. BLACKWELDER, and G. R. SHIFLETT. "Transient Energy Release Pressure Driven Microactuators for Control of Wall-Bounded Turbulent Flows." In 3rd Shear Flow Conference. Reston, Virigina: American Institute of Aeronautics and Astronautics, 1993. http://dx.doi.org/10.2514/6.1993-3271.

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5

Salehi-Khojin, Amin, and Nader Jalili. "A Shear-Lag Model for Nanotube-Reinforced Composite Systems Under Transient Heat Transfer." In ASME 2006 Multifunctional Nanocomposites International Conference. ASMEDC, 2006. http://dx.doi.org/10.1115/mn2006-17050.

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Understanding the stress transfer between nanotube reinforcements and matrix is an important factor in determining the overall mechanical properties of nanotube-reinforced composites. The classical shear-lag model in which the fiber and the matrix are equally long can not be applied to nanotube-based composite structures. Recently, a shear-lag model under mechanical loading for a concentric composite cylinder embedded with a capped nanotube has been introduced as the representative volume element (RVE). In this study, using similar approach the shear lag model is extended for a system under both mechanical and thermal loadings. The outer surface of RVE is prescribed to heating and cooling conditions, and transient heat transfer concept is used to find the temperature distribution in the matrix and on the surface of the nanotube. Using constitutive, geometrical and equilibrium equations for a given RVE, new shear-lag model for a nanotube-reinforced composite is then derived. It is demonstrated that the proposed model at room temperature could reduce to the same results obtained previously. These equations can be used to predict the mechanical properties of nanocomposite systems in real applications.
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6

Canneviere, K., Julien Reveillon, and C. Canton-Desmeuzes. "HEAT TRANSFER IN TWO-PHASE IMPINGING JETS." In Second Symposium on Turbulence and Shear Flow Phenomena. Connecticut: Begellhouse, 2001. http://dx.doi.org/10.1615/tsfp2.890.

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7

Edil, Tuncer B., Peter J. Bosscher, and Aaron J. Sundberg. "Soil-Structure Interface Shear Transfer Behavior." In Second Japan-U.S. Workshop on Testing, Modeling, and Simulation in Geomechanics. Reston, VA: American Society of Civil Engineers, 2006. http://dx.doi.org/10.1061/40870(216)35.

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8

Dziugys, Algis, and Anupras Slanciauskas. "MOMENTUM AND HEAT TRANSFER IN VORTICAL SHEAR FLOWS." In International Heat Transfer Conference 10. Connecticut: Begellhouse, 1994. http://dx.doi.org/10.1615/ihtc10.3890.

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9

Rudolph, Ilka, Matthias Reyer, and Wolfgang Nitsche. "Infrared Based Wall Shear Stress Measurement Techniques." In 2010 14th International Heat Transfer Conference. ASMEDC, 2010. http://dx.doi.org/10.1115/ihtc14-22449.

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The paper presented here introduces two novel, infrared based wall shear stress measurement techniques. The first provides wall shear stress visualizations with a high spatial and temporal resolution as well as spatial quantitative information. The other technique enables sensor based measurements of the wall shear stress magnitude and direction. Both techniques are based on the close link between momentum and heat transport in the boundary layer and correlate the surface temperature distribution of a heated surface (first technique) or a heated spot (second technique), which is measured using infrared thermography, with the wall shear stress. For the spatial qualification and quantification, the temporal surface temperature evolution of a heated structure subjected to a flow is linked to the wall shear stress distribution. The second, sensor based technique heats a small spot on an otherwise unheated surface. The temperature distribution, or thermal tuft, around this heated spot is closely related to the local wall shear stress magnitude and direction. Results are presented for both techniques and compared to reference measurements and visualizations respectively. Reference measurements of the wall shear stress were obtained using a skin friction balance, oilflow visualizations were used as a reference visualization technique.
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10

McKenna, Sean P., Wade R. McGillis, and Erik J. Bock. "FREE-SURFACE TURBULENCE AND AIR-WATER GAS TRANSFER." In First Symposium on Turbulence and Shear Flow Phenomena. Connecticut: Begellhouse, 1999. http://dx.doi.org/10.1615/tsfp1.740.

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Звіти організацій з теми "Shear transfet"

1

Sneed, Lesley H., Samantha Wermager, and Kristian Krc. Interface Shear Transfer of Lightweight Aggregate Concretes with Different Lightweight Aggregates. Precast/Prestressed Concrete Institute, 2016. http://dx.doi.org/10.15554/pci.rr.comp-005.

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2

Kinikles, Dellena, and John McCartney. Hyperbolic Hydro-mechanical Model for Seismic Compression Prediction of Unsaturated Soils in the Funicular Regime. Pacific Earthquake Engineering Research Center, University of California, Berkeley, CA, December 2022. http://dx.doi.org/10.55461/yunw7668.

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A semi-empirical elasto-plastic constitutive model with a hyperbolic stress-strain curve was developed with the goal of predicting the seismic compression of unsaturated sands in the funicular regime of the soil-water retention curve (SWRC) during undrained cyclic shearing. Using a flow rule derived from energy considerations, the evolution in plastic volumetric strain (seismic compression) was predicted from the plastic shear strains of the hysteretic hyperbolic stress-strain curve. The plastic volumetric strains are used to predict the changes in degree of saturation from phase relationships and changes in pore air pressure from Boyle’s and Henry’s laws. The degree of saturation was used to estimate changes in matric suction from the transient scanning paths of the SWRC. Changes in small-strain shear modulus estimated from changes in mean effective stress computed from the constant total stress and changes in pore air pressure, degree of saturation and matric suction, in turn affect the hyperbolic stress-strain curve’s shape and the evolution in plastic volumetric strain. The model was calibrated using experimental shear stress-strain backbone curves from drained cyclic simple shear tests and transient SWRC scanning path measurements from undrained cyclic simple shear tests. Then the model predictions were validated using experimental data from undrained cyclic simple shear tests on unsaturated sand specimens with different initial degrees of saturation in the funicular regime. While the model captured the coupled evolution in hydro-mechanical variables (pore air pressure, pore water pressure, matric suction, degree of saturation, volumetric strain, effective stress, shear modulus) well over the first 15 cycles of shearing, the predictions were less accurate after continued cyclic shearing up to 200 cycles. After large numbers of cycles of undrained shearing, a linear decreasing trend between seismic compression and initial degree of saturation was predicted from the model while a nonlinear increasing-decreasing trend was observed in the cyclic simple shear experiments. This discrepancy may be due to not considering post shearing reconsolidation in the model, calibration of model parameters, or experimental issues including a drift in the position of the hysteretic shear-stress strain curve. Nonetheless, the trend from the model is consistent with predictions from previously- developed empirical models in the funicular regime of the SWRC. The developments of the new mechanistic model developed in this study will play a key role in the future development of a holistic model for predicting the seismic compression across all regimes of the SWRC.
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3

Davaadorj, Otgonchimeg. Shear Stress Transfer Across Concrete to Concrete and Steel to Concrete Interfaces. Precast/Prestressed Concrete Institute, 2018. http://dx.doi.org/10.15554/pci.rr.conn-002.

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4

Domaradzki, J. A. A Numerical Investigation of Energy Transfer and Subgrid-Scale Eddy- Viscosity in Homogeneous, Isotropic and Shear Turbulence. Fort Belvoir, VA: Defense Technical Information Center, September 1992. http://dx.doi.org/10.21236/ada267265.

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5

Rahai, Hamid, and Assma Begum. Numerical Investigations of Transient Wind Shear from Passing Vehicles Near a Road Structure (Part I: Unsteady Reynolds-Averaged Navier-Stokes Simulations). Mineta Transportation Institute, January 2021. http://dx.doi.org/10.31979/mti.2020.1933.

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In this research, the authors performed unsteady numerical simulations of a moving Ahmed body under a freeway overpass at different distances from the bridge columns in order to evaluate transient wind shear and the wind load on these columns. Results have shown that when the vehicle is at 0.75W distance from the bridge columns, an unsteady wind speed of up to 24 m/s is observed at the columns with a pressure coefficient difference of 0.9. Here W is the width of the vehicle. These results indicate with an appropriate system for harnessing these wind energy potentials, significant renewable electric power could be generated with zero carbon footprint.
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6

Kumar, Vineet, Belgacem Hizoum, and Robert Salko Jr. Development of CTF modeling of interfacial drag, wall shear, and interfacial heat transfer for bubbly and annular-mist flow regimes. Office of Scientific and Technical Information (OSTI), July 2021. http://dx.doi.org/10.2172/1822051.

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7

Herrmann, J. M., and J. R. Walton. On the Energy Release Rate for Dynamic Transient Anti-Plane Shear Crack Propagation in a General Linear Viscoelastic Body. Fort Belvoir, VA: Defense Technical Information Center, September 1988. http://dx.doi.org/10.21236/ada202942.

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8

Arcone, Steven, James Lever, Laura Ray, Benjamin Walker, Gordon Hamilton, and Lynn Kaluzienski. Ground-penetrating radar profiles of the McMurdo shear zone, Antarctica, acquired with an unmanned rover : interpretation of crevasses, fractures, and folds within firn and marine ice. Engineer Research and Development Center (U.S.), December 2021. http://dx.doi.org/10.21079/11681/42620.

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The crevassed firn of the McMurdo shear zone (SZ) within the Ross Ice Shelf may also contain crevasses deep within its meteoric and marine ice, but the surface crevassing prevents ordinary vehicle access to investigate its structure geophysically. We used a lightweight robotic vehicle to tow 200- and 40 MHz ground-penetrating radar antennas simultaneously along 10 parallel transects over a 28 km² grid spanning the SZ width. Transects were generally orthogonal to the ice flow. Total firn and meteoric ice thickness was approximately 160 m. Firn crevasses profiled at 400 MHz were up to 16 m wide, under snow bridges up to 10 m thick, and with strikes near 35°–40° to the transect direction. From the top down, 200- MHz profiles revealed firn diffractions originating to a depth of approximately 40 m, no discernible structure within the meteoric ice, a discontinuous transitional horizon, and at least 20 m of stratified marine ice; 28–31 m of freeboard found more marine ice exists. Based on 10 consecutive transects covering approximately 2.5 km², we preliminarily interpreted the transitional horizon to be a thin saline layer, and marine ice hyperbolic diffractions and reflections to be responses to localized fractures, and crevasses filled with unstratified marine ice, all at strikes from 27° to 50°. We preliminarily interpreted off nadir, marine ice horizons to be responses to linear and folded faults, similar to some in firn. The coinciding and synchronously folded areas of fractured firn and marine ice suggested that the visibly unstructured meteoric ice beneath our grid was also fractured, but either never crevassed, crevassed and sutured without marine ice inclusions, or that any ice containing crevasses might have eroded before marine ice accretion. We will test these interpretations with analysis of all transects and by extending our grid and increasing our depth ranges.
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9

Harris, L. B., P. Adiban, and E. Gloaguen. The role of enigmatic deep crustal and upper mantle structures on Au and magmatic Ni-Cu-PGE-Cr mineralization in the Superior Province. Natural Resources Canada/CMSS/Information Management, 2021. http://dx.doi.org/10.4095/328984.

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Aeromagnetic and ground gravity data for the Canadian Superior Province, filtered to extract long wavelength components and converted to pseudo-gravity, highlight deep, N-S trending regional-scale, rectilinear faults and margins to discrete, competent mafic or felsic granulite blocks (i.e. at high angles to most regional mapped structures and sub-province boundaries) with little to no surface expression that are spatially associated with lode ('orogenic') Au and Ni-Cu-PGE-Cr occurrences. Statistical and machine learning analysis of the Red Lake-Stormy Lake region in the W Superior Province confirms visual inspection for a greater correlation between Au deposits and these deep N-S structures than with mapped surface to upper crustal, generally E-W trending, faults and shear zones. Porphyry Au, Ni, Mo and U-Th showings are also located above these deep transverse faults. Several well defined concentric circular to elliptical structures identified in the Oxford Stull and Island Lake domains along the S boundary of the N Superior proto-craton, intersected by N- to NNW striking extensional fractures and/or faults that transect the W Superior Province, again with little to no direct surface or upper crustal expression, are spatially associated with magmatic Ni-Cu-PGE-Cr and related mineralization and Au occurrences. The McFaulds Lake greenstone belt, aka. 'Ring of Fire', constitutes only a small, crescent-shaped belt within one of these concentric features above which 2736-2733 Ma mafic-ultramafic intrusions bodies were intruded. The Big Trout Lake igneous complex that hosts Cr-Pt-Pd-Rh mineralization west of the Ring of Fire lies within a smaller concentrically ringed feature at depth and, near the Ontario-Manitoba border, the Lingman Lake Au deposit, numerous Au occurrences and minor Ni showings, are similarly located on concentric structures. Preliminary magnetotelluric (MT) interpretations suggest that these concentric structures appear to also have an expression in the subcontinental lithospheric mantle (SCLM) and that lithospheric mantle resistivity features trend N-S as well as E-W. With diameters between ca. 90 km to 185 km, elliptical structures are similar in size and internal geometry to coronae on Venus which geomorphological, radar, and gravity interpretations suggest formed above mantle upwellings. Emplacement of mafic-ultramafic bodies hosting Ni-Cr-PGE mineralization along these ringlike structures at their intersection with coeval deep transverse, ca. N-S faults (viz. phi structures), along with their location along the margin to the N Superior proto-craton, are consistent with secondary mantle upwellings portrayed in numerical models of a mantle plume beneath a craton with a deep lithospheric keel within a regional N-S compressional regime. Early, regional ca. N-S faults in the W Superior were reactivated as dilatational antithetic (secondary Riedel/R') sinistral shears during dextral transpression and as extensional fractures and/or normal faults during N-S shortening. The Kapuskasing structural zone or uplift likely represents Proterozoic reactivation of a similar deep transverse structure. Preservation of discrete faults in the deep crust beneath zones of distributed Neoarchean dextral transcurrent to transpressional shear zones in the present-day upper crust suggests a 'millefeuille' lithospheric strength profile, with competent SCLM, mid- to deep, and upper crustal layers. Mechanically strong deep crustal felsic and mafic granulite layers are attributed to dehydration and melt extraction. Intra-crustal decoupling along a ductile décollement in the W Superior led to the preservation of early-formed deep structures that acted as conduits for magma transport into the overlying crust and focussed hydrothermal fluid flow during regional deformation. Increase in the thickness of semi-brittle layers in the lower crust during regional metamorphism would result in an increase in fracturing and faulting in the lower crust, facilitating hydrothermal and carbonic fluid flow in pathways linking SCLM to the upper crust, a factor explaining the late timing for most orogenic Au. Results provide an important new dataset for regional prospectively mapping, especially with machine learning, and exploration targeting for Au and Ni-Cr-Cu-PGE mineralization. Results also furnish evidence for parautochthonous development of the S Superior Province during plume-related rifting and cannot be explained by conventional subduction and arc-accretion models.
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PERFORMANCE OF STUD SHEAR CONNECTIONS IN COMPOSITE SLABS WITH VARIOUS CONFIGURATIONS (ICASS’2020). The Hong Kong Institute of Steel Construction, August 2022. http://dx.doi.org/10.18057/icass2020.p.351.

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This research project aims to examine the structural behaviour of stud shear connections with both solid concrete slabs and composite slabs under standard and modified push-out tests. A total of 27 push-out tests were carried out to provide test data of typical stud shear connections. It should be noted that the modified push-out tests were proposed in which the stud shear connections were subjected to combined shear and pull-out forces. Advanced finite element models using ABAQUS have also been established and calibrated carefully against the test data. Systematic numerical investigations are conducted to provide new understandings on load transfer mechanisms of these stud shear connections. Moreover, a comprehensive parametric study is carried out using various material properties of the concrete and various geometry of the profiled steel decking. A configuration parameter ηd and a reduction factor ηt are proposed for use in conjunction with the reduction factor kd given in EN 1994-1- 1 to incorporate the effects of installation positions of headed shear stud, trough widths of profiled decks, and presence of significant pull-out forces.
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