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Gotowa bibliografia na temat „Shear Modulus”

Autor: Grafiati

Data publikacji: 4 czerwca 2021

Data aktualizacji: 9 czerwca 2025

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Artykuły w czasopismach na temat "Shear Modulus"

Hughes, D. K. "Shear modulus Gs." Bulletin of the New Zealand Society for Earthquake Engineering 20, no. 1 (March 31, 1987): 63–65. http://dx.doi.org/10.5459/bnzsee.20.1.63-65.

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A study group of the New Zealand National Society for Earthquake Engineering has recently completed recommendations for the seismic design of storage tanks in a form suitable for use as a code. A knowledge of site response is an integral part of seismic analysis, unfortunately providing guidelines on assigning relevant soil parameters (shear modulus and damping in particular) cannot easily be resolved in a code format. However, as shear modulus (Gs) is referred to directly in the recommendations, it was decided to provide this technical note to enable some guidelines for its assessment to be given. It is an involved problem which requires a great deal of judgment on the designer's behalf if a realistic value of Gs is to be attained. Most available data on Gs has been developed for either sands or saturated clays although there has been a limited amount of work done on gravelly soils. Because most soils have curvilinear stress-strain relationships, it will be appreciated that the shear modulus is not constant but is usually expressed as the secant modulus determined for a specific value of shear strain.

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Arficho, Tigistu Abu, and Argaw Asha Ashango. "Experimental Study of Awash Soil under Static and Cyclic Shear Loading." Advances in Civil Engineering 2023 (March 27, 2023): 1–13. http://dx.doi.org/10.1155/2023/5878290.

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The dynamic soil properties (shear modulus and damping ratio) are of great importance for the analysis and design of geotechnical structures subjected to dynamic loads such as earthquake. Cyclic simple shear tests were conducted to study the variation of shear modulus and damping ratio with a different number of factors for strain amplitudes of 0.01%, 0.1%, 1%, 2.5%, and 5% and for a frequency of 1 Hz at an axial stress of 150 kPa, 275 kPa, and 400 kPa. The result shows that the damping ratio decreases with an increase in confining pressure at different cyclic shear strains. The shear modulus increases with an increase in the void ratio at different cyclic shear strains. The damping ratio increases with a decrease in soil plasticity. The obtained values of shear modules were in the ranges of 0.292 MPa to 15.998 MPa and the damping ratio values from 0.146% to 30.851%. In concluding the major influencing factors that affect the dynamic properties of soils are confining pressure, void ratio, shear strain amplitude, and soil plasticity.

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Xiang, X. D., and J. W. Brill. "Shear modulus of TaS3." Physical Review B 36, no. 5 (August 15, 1987): 2969–71. http://dx.doi.org/10.1103/physrevb.36.2969.

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Massarsch, K. Rainer. "Determination of Constrained Modulus of Granular Soil from In Situ Tests—Part 1 Analyses." Geotechnics 4, no. 1 (December 21, 2023): 18–40. http://dx.doi.org/10.3390/geotechnics4010002.

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Assessing the constrained modulus is a critical step in calculating settlements in granular soils. This paper describes a novel concept of how the constrained modulus can be derived from seismic tests. The advantages and limitations of seismic laboratory and field tests are addressed. Based on a comprehensive review of laboratory resonant column and torsional shear tests, the most important parameters affecting the shear modulus, such as shear strain and confining stress, are defined quantitatively. Also, Poisson’s ratio, which is needed to convert shear modulus to constrained modulus, is strain-dependent. An empirical relationship is presented from which the variation in the secant shear modulus with shear strain can be defined numerically within a broad strain range (10−4–10−0.5%). The tangent shear modulus was obtained by differentiating the secant shear modulus. According to the tangent modulus concept, the tangent constrained modulus is governed by the modulus number, m, and the stress exponent, j. Laboratory test results on granular soils are reviewed, based on which it is possible to estimate the modulus number during virgin loading and unloading/reloading. A correlation is proposed between the small-strain shear modulus, G0, and the modulus number, m. The modulus number can also be derived from static cone penetration tests, provided that the cone resistance is adjusted with respect to the mean effective stress. In a companion paper, the concepts presented in this paper are applied to data from an experimental site, where different types of seismic tests and cone penetration tests were performed.

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Wu, Guofang, Yong Zhong, and Haiqing Ren. "Effects of Grain Pattern on the Rolling Shear Properties of Wood in Cross-Laminated Timber." Forests 12, no. 6 (May 25, 2021): 668. http://dx.doi.org/10.3390/f12060668.

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Rolling shear modulus and strength are the key factors affecting the mechanical performance of some wood products such as cross-laminated timber (CLT). As reported, rolling shear property strongly depends on the sawing pattern such as the aspect ratio and grain direction (grain mode). However, the mechanism behind this phenomenon has not yet been clarified. In this work, the rolling shear modulus and strength of spruce-pine-fir (SPF) with different grain modes and aspect ratios were experimentally investigated. In addition, a theoretical investigation was carried out to reveal the mechanism behind this phenomenon. The results exhibited that the rolling shear moduli of 0° and 90° grain-mode wood were the same. This value can be called the pure rolling shear modulus. Rolling shear modulus of wood with angles other than 0° and 90° can be calculated from the pure rolling shear modulus and grain angle. Therefore, this modulus can be called the apparent rolling shear modulus. Thus, using 0° and 90° grain-mode specimens to determine the pure rolling shear modulus and strength of wood is recommended.

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Leonowicz, Marcin, Joanna Kozłowska, and Łukasz Wierzbicki. "Rheological Fluids for Energy Absorbing Systems." Applied Mechanics and Materials 440 (October 2013): 13–18. http://dx.doi.org/10.4028/www.scientific.net/amm.440.13.

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Two types of non-Newtonian fluids, magneto rheological (MRF) and shear thickening (STF) fluids, respectively were chosen as candidates for energy dissipation study in smart body armour. A series of magneto rheological fluids was synthesized on a basis of synthetic oil and carbonyl iron. The shear modules for the MRF containing 75 wt% of carbonyl iron, obtained in a magnetic field of 230 kA/m were as follows: complex shear modulus G* - 1.2 MPa, storage modulus G-1.2 MPa and loss modulus G 0.35 MPa. The studies revealed also that the silica fumed, dispersed in polypropylene glycol or polyethylene oxide, demonstrates shear thickening properties. The best combination of the properties (high viscosity, obtained at high shear rate) represents the material composed of the silica fumed (SF) and PEO300. Change of the volume fraction of the SF and variation of the molecular weight of the oligomer enables tailoring of the STF properties. Ballistic tests revealed that the structures containing PE bags with MRF (in magnetic field) or STF can enhance the protective performance of body armours providing their flexibility.

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Shimizu, Miki, and Yu Ito. "Change in Shear Elastic Modulus of Thigh Muscle by Changing Muscle Length Using Ultrasound Shear Wave Elastography in Beagle Dogs." Veterinary and Comparative Orthopaedics and Traumatology 32, no. 06 (June 26, 2019): 454–59. http://dx.doi.org/10.1055/s-0039-1692449.

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Objectives This study investigated the relationship between the change in the shear elastic modulus and the change in muscle length using ultrasound shear wave elastography. Study Design Four thigh muscles, cranial part of the sartorius, vastus lateralis, biceps femoris and semitendinosus muscles, of 21 pelvic limbs in 12 clinically healthy Beagle dogs were used. The muscle length was estimated using a radiograph and the flexed and extended positions of the coxofemoral and stifle joints, respectively. The shear elastic modulus (kPa) was measured in two joint positions using ultrasound shear wave elastography. Shear elastic modulus was expressed as median of 10 consecutive measurements. The percentage change of elastic modulus was calculated from the shear elastic modulus in elongated condition and pre-elongated condition of muscle. Results The elastic modulus of all muscles increased when the muscle was elongated. The shear elastic modulus for both joint positions and the percentage change of the shear elastic modulus (%) in cranial part of the sartorius were highest in all muscles. Intra-observer correlation coefficient (1.2) was 0.75 to 0.96 and intra-observer correlation coefficients (2.2) was 0.46 to 0.96. Conclusion This study revealed that the shear elastic modulus of muscle was changed by the change in muscle length and increased when the muscle was elongated. Ultrasound shear wave elastography can be used to assess the elastic properties of canine muscle.

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Kennedy, J. G., D. R. Carter, and W. E. Caler. "Long Bone Torsion: II. A Combined Experimental and Computational Method for Determining an Effective Shear Modulus." Journal of Biomechanical Engineering 107, no. 2 (May 1, 1985): 189–91. http://dx.doi.org/10.1115/1.3138540.

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A technique is established which allows an effective torsional shear modulus to be determined for long bones, while remaining nondestructive to whole bone specimens. Strain gages are bonded to the diaphysis of the bone. Strains are then recorded under pure torsional loads. Theoretical stress predictions are combined with experimental strain recordings to arrive at a modulus value. Shear modulus calculations for four canine radii are reported using theoretical stress predictions from circular, elliptical and finite element models of the transverse bone geometry. The effective shear modulus, obtained from an average of the shear moduli determined at strain gage locations, serves to average the heterogeneous shear modulus distribution over the cross section. The shear modulus obtained is that associated with the “circumferential” direction in transverse planes.

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Ng, C. W. W., and J. Xu. "Effects of current suction ratio and recent suction history on small-strain behaviour of an unsaturated soil." Canadian Geotechnical Journal 49, no. 2 (February 2012): 226–43. http://dx.doi.org/10.1139/t11-097.

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Although the small-strain shear modulus of saturated soils is known to be significantly affected by stress history, consisting of the overconsolidation ratio (OCR) and recent stress history, the effects of suction history on the small-strain shear modulus of unsaturated soils have rarely been reported. In this study, the effects of suction history, which refers to current suction ratio (CSR) and recent suction history, on both the very-small-strain shear modulus (G0) and shear modulus reduction curve of an unsaturated soil, are investigated by carrying out constant net mean stress compression triaxial tests with bender elements and local strain measurements. In addition, the effect of suction magnitude on G0 and the shear modulus reduction curve is also investigated. At a given suction, G0, elastic threshold strain (εe), and the rate of shear modulus reduction all increase with CSR. On the other hand, the effect of recent suction history on G0 is not significant. The effect of direction of recent suction path (θ) on the shear modulus reduction curve is not distinct. However, the magnitude of recent suction path (l) affects the shear modulus reduction curve significantly when θ = –90°.

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Sasaki, Kazushige, Sho Toyama, and Naokata Ishii. "Length-force characteristics of in vivo human muscle reflected by supersonic shear imaging." Journal of Applied Physiology 117, no. 2 (July 15, 2014): 153–62. http://dx.doi.org/10.1152/japplphysiol.01058.2013.

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Recently, an ultrasound-based elastography technique has been used to measure stiffness (shear modulus) of an active human muscle along the axis of contraction. Using this technique, we explored 1) whether muscle shear modulus, like muscle force, is length dependent; and 2) whether the length dependence of muscle shear modulus is consistent between electrically elicited and voluntary contractions. From nine healthy participants, ankle joint torque and shear modulus of the tibialis anterior muscle were measured at five different ankle joint angles during tetanic contractions and during maximal voluntary contractions. Fascicle length, pennation angle, and tendon moment arm length of the tetanized tibialis anterior calculated from ultrasound images were used to reveal the length-dependent changes in muscle force and shear modulus. Over the range of joint angles examined, both force and shear modulus of the tetanized muscle increased with increasing fascicle length. Regression analysis of normalized data revealed a significant linear relationship between force and shear modulus ( R2 = 0.52, n = 45, P < 0.001). Although the length dependence of shear modulus was consistent, irrespective of contraction mode, the slope of length-shear modulus relationship was steeper during maximal voluntary contractions than during tetanic contractions. These results provide novel evidence that length-force relationship, one of the most fundamental characteristics of muscle, can be inferred from in vivo imaging of shear modulus in the tibialis anterior muscle. Furthermore, the estimation of length-force relationship may be applicable to voluntary contractions in which neural and mechanical interactions of multiple muscles are involved.

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Rozprawy doktorskie na temat "Shear Modulus"

Harrison, S. Kate. "Comparison of Shear Modulus Test Methods." Thesis, Virginia Tech, 2006. http://hdl.handle.net/10919/31772.

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This research compared the results of three tests: ASTM D 198 torsion, ASTM D 198 three-point bending and the five-point bending test (FPBT) using machine-stress-rated (MSR) lumber and laminated veneer lumber (LVL) to determine if the shear properties evaluated by the different test methods were equivalent. Measured E:G ratios were also compared to the E:G ratio of 16:1 commonly assumed for structural wooden members. The average shear moduli results showed significant differences between the three test methods. For both material types, the shear moduli results determined from the two standard test methods (ASTM D 198 three-point bending and torsion), both of which are presently assumed to be equivalent, were significantly different. Most average E:G ratios from the two material types and three test methods showed differences from the E:G ratio of 16:1 commonly assumed for structural wooden members. The average moduli of elasticity results for both material types were not significantly different. Therefore, the lack of significant difference between moduli of elasticity terms indicates that differences between E:G ratios are due to the shear modulus terms. This research has shown differences in shear moduli results of the three test types (ASTM D 198 torsion, ASTM D 198 three-point bending, and the FPBT). Differences in the average E:G ratios per material and test type were also observed. Master of Science

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Yung, See Yuen. "Determination of shear wave velocity and anisotropic shear modulus of an unsaturated soil /." View abstract or full-text, 2004. http://library.ust.hk/cgi/db/thesis.pl?CIVL%202004%20YUNG.

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Проценко, Олена Борисівна, Елена Борисовна Проценко, Olena Borysivna Protsenko, Вікторія Володимирівна Ємельяненко, Виктория Владимировна Емельяненко, and Viktoriia Volodymyrivna Yemelianenko. "The analysis of the elastic properties of armchair and zigzag single-walled carbon nanotubes." Thesis, Sumy State University, 2011. http://essuir.sumdu.edu.ua/handle/123456789/20630.

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Computation simulation is a powerful tool for predictiong the mechanics models of elastic properties of armchair and zigzag single-walled nanotubes. The aim of this work is investigation and comparison of Young’s modulus, shear modulus and Poisson’s ratio variations of armchair and zigzag tubes as functions of diameter. We obtained a set of concise, closed form expressions for the size-dependent elastic modulus, shear modulus and Poisson’s ratio of armchair (n, n) and zigzag (n, 0) nanotubes, which are basic for constructing mathematical models of elastic properties of SWNTs. We investigated armchair nanotubes with chirality (3, 3)–(40, 40) and zigzag (3, 0)–(40, 0) with diameters 4,2–54,2 Å and 2,4–31,3 Å respectively. We calculated Young’s modulus to be 0,26–2,95 TPa for armchair and 0,5–3,7 TPa for zigzag nanotubes. The shear modulus calculated for armchair nanotube appeared to be in the range of 0,2–2,0 TPa and for zigzag one in the range of 0,2–2,7 TPa. Specifically, it was inverse dependences of Young’s modulus and shear modulus on diameter. The Poisson’s ratio was in range from 0,28 to 0,42 and from 0,27 to 0,39, respectively. Results of this research can be used for design, analysis and evaluating of nanotubes unctioning and creating new materials based on CNTs. When you are citing the document, use the following link http://essuir.sumdu.edu.ua/handle/123456789/20630

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Olsen, Peter A. "Shear modulus degradation of liquefying sand : quantification and modeling /." Diss., CLICK HERE for online access, 2008. http://contentdm.lib.byu.edu/ETD/image/etd2132.pdf.

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Olsen, Peter A. "Shear Modulus Degradation of Liquefying Sand: Quantification and Modeling." BYU ScholarsArchive, 2007. https://scholarsarchive.byu.edu/etd/1214.

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A major concern for geotechnical engineers is the ability to predict how a soil will react to large ground motions produced by earthquakes. Of all the different types of soil, liquefiable soils present some of the greatest challenges. The ability to quantify the degradation of a soil's shear modulus as it undergoes liquefaction would help engineers design more reliably and economically. This thesis uses ground motions recorded by an array of downhole accelerometers on Port Island, Japan, during the 1995 Kobe Earthquake, to quantify the shear modulus of sand as it liquefies. It has been shown that the shear modulus of sand decreases significantly as it liquefies, apparently decreasing in proportion to the increasing excess pore water pressure ratio (Ru). When completely liquefied, the shear modulus of sand (Ru = 1.0) for a relative density of 40 to 50% is approximately 15% of the high-strain modulus of the sand in its non-liquefied state, or 1% of its initial low-strain value. Presented in this thesis is an approach to modeling the shear modulus degradation of sand as it liquefies. This approach, called the "degrading shear modulus backbone curve method" reasonably predicts the hysteretic shear stress behavior of the liquefied sand. The shear stresses and ground accelerations computed using this method reasonably matches those recorded at the Port Island Downhole Array (PIDA) site. The degrading shear modulus backbone method is recommended as a possible method for conducting ground response analyses at sites with potentially liquefiable soils.

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Kinney, Landon Scott. "Pore Pressure Generation and Shear Modulus Degradation during Laminar Shear Box Testing with Prefabricated Vertical Drains." BYU ScholarsArchive, 2018. https://scholarsarchive.byu.edu/etd/7709.

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Liquefaction is a costly phenomenon where soil shear modulus degrades as the generation of excess pore pressures begins. One of the methods to mitigate liquefaction, is the use of prefabricated vertical drains. Prefabricated vertical drains provide a drainage path to effectively mitigate the generation of pore pressures and aid in shear modulus recovery. The aims of this study were to define shear modulus degradation vs. shear strain as a function of excess pore pressure ratio; define the effects of prefabricated vertical drains on the behavior of pore pressure generation vs. shear strain; and to define volumetric strain as a function of shear strain and excess pore pressure ratios. A large-scale laminar shear box test was conducted and measured on clean sands with prefabricated vertical drains spaced at 3-feet and 4-feet. The resulting test data was analyzed and compared to data without vertical drains. The results show the effect of increasing excess pore pressure ratios on shear modulus and curves where developed to encompass these effects in design with computer programing like SHAKE or DEEPSOIL. The data also suggests that prefabricated vertical drains effectively mitigate excess pore pressure build-up, thus increased the shear strain resistance before pore pressures were generated. Regarding volumetric strain, the results suggests that the primary factor governing the measured settlement is the excess pore pressure ratio. This indicates that if the drains can reduce the excess pore pressure ratio, then the resulting settlement can successfully be reduced during a shaking event. The curves for shear modulus vs. cyclic shear strain as function of pore pressure ratio were developed using data with high strain and small strain which leaves a gap of data in the cyclic shear strain range of 0.0001 to 0.01. Further large-scale testing with appropriate sensitivity is needed to observe the effect excess pore pressure generation on intermediate levels of cyclic shear strain.

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Akhi, Taohida Parvin. "Experimental investigation of effective modulus of elasticity and shear modulus of brick masonry wall under lateral load." ISIS Canada Research Network, 2011. http://hdl.handle.net/1993/5304.

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The primary objective of this research program was to investigate the effective modulus of elasticity and shear modulus of brick masonry walls under lateral load, and to to justify using the Jaeger and Mufti method to calculate the effective modulus of elasticity and shear modulus of brick masonry walls. The experimental program involved the testing of three unreinforced brick masonry walls under in-plane and vertical loads. Linear Variable Differential Transducers were used to record the horizontal and vertical displacements of the walls. The experimental results were used to evaluate the modulus of elasticity and the shear modulus of walls under flexure. The experimental results were compared to the finite element analysis results. It was found that the finite element analysis yields similar results to the experimental results. It was also found that the Jaeger and Mufti method to calculate effective modulus of elasticity and shear modulus of brick masonry walls is effective for design purposes.

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Lo, Kai Fung. "Small-strain shear modulus and damping ratio determination by bender element /." View abstract or full-text, 2005. http://library.ust.hk/cgi/db/thesis.pl?CIVL%202005%20LOK.

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Rara, Angela Dominique Sarmiento. "Rolling Shear Strength and Modulus for Various Southeastern US Wood Species using the Two-Plate Shear Test." Thesis, Virginia Tech, 2021. http://hdl.handle.net/10919/104017.

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Cross-Laminated Timber (CLT) is an engineered wood product made by laminating dimensional or structural composite lumber in alternating orthogonal layers. Compared to Canada and Europe, CLT is a novel product to the US. With the additions included in the 2021 International Building Code (IBC), CLT material properties, especially rolling shear, would need to be explored. The increasing demand for softwood lumber, along with the increase of demand of CLT panel production, could place a burden and surpass the domestic softwood supply. Rolling shear is a phenomenon that occurs when the wood fibers in the cross-layers roll over each other because of the shearing forces acting upon a CLT panel when it is loaded out-of-plane. This study used the two-plate shear test from ASTM D2718 to measure the rolling shear properties of various southeastern US wood species: southern pine, yellow-poplar, and soft maple. A secondary study was conducted, using the same two-plate shear test, to measure the rolling shear properties of re-manufactured southern pine for CLT cross-layer application. The soft maple had the greatest average rolling shear strength at 5.93 N/mm2 and southern pine had the lowest average rolling shear strength at 2.51 N/mm2. Using a single factor analysis of variance (ANOVA), the rolling shear strength values from soft maple were significantly greater than yellow-poplar, which was significantly greater than the southern pine. For the rolling shear modulus, the southern pine and soft maple were of equal statistically significant difference, and both were greater statistically significant different compared to the yellow-poplar. The most common failure found from testing was rolling shear. Master of Science Cross-Laminated Timber (CLT) is an engineered wood panel product, similar to plywood, constructed with solid-sawn or structural composite lumber in alternating perpendicular layers. The additions included in the incoming 2021 International Building Code (IBC) has placed an importance in expanding the research related to the mechanical and material properties of CLT. Also, with the increasing demand for softwood lumber and CLT panel production, the demand for the domestic softwood lumber could place a burden and surpass the domestic softwood supply. Rolling shear is a failure type that occurs when the wood fibers in the cross-layers roll over each other because of the shearing forces acting upon a CLT panel. This study used the two-plate shear test to measure the rolling shear properties of various southeastern US wood species: southern pine, yellow-poplar, and soft maple. A secondary study was conducted, using the same two-plate shear test, to measure the rolling shear properties of re-manufactured southern pine for CLT cross-layer application. The soft maple had the greatest average rolling shear strength at 5.93 N/mm2 and southern pine had the lowest average rolling shear strength at 2.51 N/mm2. Using a single factor analysis of variance (ANOVA), the rolling shear strength values from soft maple were significantly greater than yellow-poplar, which was significantly greater than the southern pine. For the rolling shear modulus, the southern pine and soft maple were of equal statistically significant difference, and both were greater statistically significant different compared to the yellow-poplar. The most common failure found from testing was rolling shear.

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Tai, Jui-He. "Effect of Void Fraction on Transverse Shear Modulus of Advanced Unidirectional Composites." Scholar Commons, 2016. http://scholarcommons.usf.edu/etd/6591.

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In composite materials, transverse shear modulus is a critical moduli parameter for designing complex composite structures. For dependable mathematical modeling of mechanical behavior of composite materials, an accurate estimate of the moduli parameters is critically important as opposed to estimates of strength parameters where underestimation may lead to a non-optimal design but still would give one a safe one. Although there are mechanical and empirical models available to find transverse shear modulus, they are based on many assumptions. In this work, the model is based on a three-dimensional elastic finite element analysis with multiple cells. To find the shear modulus, appropriate boundary conditions are applied to a three-dimensional representative volume element (RVE). To improve the accuracy of the model, multiple cells of the RVE are used and the value of the transverse shear modulus is calculated by an extrapolation technique that represents a large number of cells. Comparing the available analytical and empirical models to the finite element model from this work shows that for polymeric matrix composites, the estimate of the transverse shear modulus by Halpin-Tsai model had high credibility for lower fiber volume fractions; the Mori-Tanaka model was most accurate for the mid-range fiber volume fractions; and the Elasticity Approach model was most accurate for high fiber volume fractions. Since real-life composites have voids, this study investigated the effect of void fraction on the transverse shear modulus through design of experiment (DOE) statistical analysis. Fiber volume fraction and fiber-to-matrix Young’s moduli ratio were the other influencing parameters used. The results indicate that the fiber volume fraction is the most dominating of the three variables, making up to 96% contribution to the transverse shear modulus. The void content and fiber-to-matrix Young’s moduli ratio have negligible effects. To find how voids themselves influence the shear modulus, the transverse shear modulus was normalized with the corresponding shear modulus with a perfect composite with no voids. As expected, the void content has the largest contribution to the normalized shear modulus of 80%. The fiber volume fraction contributed 12%, and the fiber-to-matrix Young’s moduli ratio contribution was again low. Based on the results of this work, the influences and sensitivities of void content have helped in the development of accurate models for transverse shear modulus, and let us confidently study the influence of fiber-to-matrix Young’s moduli ratio, fiber volume fraction and void content on its value.

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Książki na temat "Shear Modulus"

Pan, N. The initial shear modulus of a unit cell of wool fibres. Christchurch: Wronz, 1988.

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W, Ho Hing, and United States. National Aeronautics and Space Administration., eds. A Comparison of three popular test methods for determining the shear modulus of composite materials. [Washington, DC: National Aeronautics and Space Administration, 1991.

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Li, Jian. Simplified data reduction methods for the ECT test for mode III interlaminar fracture toughness. Hampton, Va: National Aeronautics and Space Administration, Langley Research Center, 1995.

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Armand, Borel, ed. Algebraic D-modules. Boston: Academic Press, 1987.

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Huang, I.-Chiau. Pseudofunctors on modules with zero dimensional support. Providence, R.I: American Mathematical Society, 1995.

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Huybrechts, Daniel. The geometry of moduli spaces of sheaves. 2nd ed. Cambridge, UK: Cambridge University Press, 2010.

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Huybrechts, Daniel. The geometry of moduli spaces of sheaves. Braunschweig: Vieweg, 1997.

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Stewart, M. Bulk and shear moduli of near-surface geologic units near the San Andreas fault at Parkfield, California. [Menlo Park, CA]: U.S. Geological Survey, 1993.

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1776-1853, Hoene-Wroński Józef Maria, and Pragacz Piotr, eds. Algebraic cycles, sheaves, shtukas, and moduli. Basel: Birkhäuser, 2008.

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Determining the surface tension of polymer particles by measuring agglomeration: A feasibility study of two methods : shear modulus measurement and digital image analysis. Ottawa: National Library of Canada, 1990.

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Części książek na temat "Shear Modulus"

Keaton, Jeffrey R. "Shear Modulus." In Selective Neck Dissection for Oral Cancer, 1–2. Cham: Springer International Publishing, 2017. http://dx.doi.org/10.1007/978-3-319-12127-7_256-1.

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Gooch, Jan W. "Shear Modulus." In Encyclopedic Dictionary of Polymers, 657. New York, NY: Springer New York, 2011. http://dx.doi.org/10.1007/978-1-4419-6247-8_10529.

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Keaton, Jeffrey R. "Shear Modulus." In Encyclopedia of Earth Sciences Series, 830–31. Cham: Springer International Publishing, 2018. http://dx.doi.org/10.1007/978-3-319-73568-9_256.

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Gooch, Jan W. "Complex Shear Modulus." In Encyclopedic Dictionary of Polymers, 161. New York, NY: Springer New York, 2011. http://dx.doi.org/10.1007/978-1-4419-6247-8_2737.

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Gooch, Jan W. "Modulus in Shear." In Encyclopedic Dictionary of Polymers, 467. New York, NY: Springer New York, 2011. http://dx.doi.org/10.1007/978-1-4419-6247-8_7588.

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Summerscales, John. "Shear Modulus Testing of Composites." In Composite Structures 4, 305–16. Dordrecht: Springer Netherlands, 1987. http://dx.doi.org/10.1007/978-94-009-3457-3_23.

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Li, Yong, and Toyoichi Tanaka. "Effects of Shear Modulus of Polymer Gels." In Polymer Gels, 41–56. Boston, MA: Springer US, 1991. http://dx.doi.org/10.1007/978-1-4684-5892-3_3.

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Trevorrow, Mark V., and Tokuo Yamamoto. "Sedimentary Shear Modulus and Shear Speed Profiles from a Gravity Wave Inversion." In Shear Waves in Marine Sediments, 395–402. Dordrecht: Springer Netherlands, 1991. http://dx.doi.org/10.1007/978-94-011-3568-9_45.

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Cruz, Manuel, Jorge M. Santos, and Nuno Cruz. "Estimating the Maximum Shear Modulus with Neural Networks." In Recent Trends in Applied Artificial Intelligence, 684–93. Berlin, Heidelberg: Springer Berlin Heidelberg, 2013. http://dx.doi.org/10.1007/978-3-642-38577-3_71.

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Anh-Dao, Nguyen Thi, Tran Duc-Tan, and Nguyen Linh-Trung. "2D Complex Shear Modulus Imaging in Gaussian Noise." In IFMBE Proceedings, 385–88. Cham: Springer International Publishing, 2015. http://dx.doi.org/10.1007/978-3-319-11776-8_94.

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Streszczenia konferencji na temat "Shear Modulus"

Weaver, John B., Timothy B. Miller, Marvin D. Doyley, Huifang Wang, Phillip R. Perrinez, Yvonne Y. Cheung, Francis E. Kennedy, and Keith D. Paulsen. "Reproducibility of MRE shear modulus estimates." In Medical Imaging, edited by Armando Manduca and Xiaoping P. Hu. SPIE, 2007. http://dx.doi.org/10.1117/12.713772.

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PENHA FARIA, RENATO, and Luiz Nunes. "STUDY OF EFFECTIVE SHEAR MODULUS ON FLEXIBLE COMPOSITES UNDER SIMPLE SHEAR." In 25th International Congress of Mechanical Engineering. ABCM, 2019. http://dx.doi.org/10.26678/abcm.cobem2019.cob2019-0561.

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Villacreses, Juan, and Bernardo Caicedo. "A comparison between Shear Modulus Degradation Curves." In The 5th World Congress on Civil, Structural, and Environmental Engineering. Avestia Publishing, 2020. http://dx.doi.org/10.11159/icgre20.131.

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Salavatian, M., and L. V. Smith. "Shear Modulus Degradation in Fiber Reinforced Laminates." In ASME 2013 International Mechanical Engineering Congress and Exposition. American Society of Mechanical Engineers, 2013. http://dx.doi.org/10.1115/imece2013-63035.

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Matrix damage, involving transverse and shear cracks, is a common failure mode for composite structures, yet little is known concerning their interaction. A modified Iosipescu coupon is proposed to study the evolution of the shear and transverse damage and their mutual effects. The layup and coupon geometry were selected in a way that controls the severity of the damage and allows the measurement of shear and transverse stiffness degradation directly. The results were compared to material degradation models where damage was dominated by matrix failure. While positive agreement was generally observed in the transverse direction, no model was able to predict the observed shear damage. A new elasticity solution was, therefore, proposed for the shear stress-strain field of a transversely cracked laminate. The approach used a classical shear lag theory with friction applied to the crack surfaces. Using the constitutive relations, the shear modulus reduction was found as a function of crack density, and showed good agreement with experimental measures.

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Orescanin, Marko, Muqeem A. Qayyum, Kathleen S. Toohey, and Michael F. Insana. "Complex shear modulus of thermally-damaged liver." In 2009 IEEE International Ultrasonics Symposium. IEEE, 2009. http://dx.doi.org/10.1109/ultsym.2009.5441919.

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Dharani, M., and Malavika G. Prasad. "Predicting shear modulus property using materials informatics." In 1ST INTERNATIONAL CONFERENCE ON ADVANCES IN NOVEL MATERIALS: Towards Sustainable Future (ICAN-24), 060002. AIP Publishing, 2024. http://dx.doi.org/10.1063/5.0228632.

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Dea, Sarah, Carlotta Bresciani, Karthik Kumar, Nathaniel Murcin, Julian Raaf, Parth Garud, and Robert Ajluni. "Shear Modulus Testing in Composite Sandwich Panels." In 2024 Regional Student Conferences, Region I - North East. Reston, Virginia: American Institute of Aeronautics and Astronautics, 2024. http://dx.doi.org/10.2514/6.2024-85690.

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Ju, Jaehyung, Joshua D. Summers, John Ziegert, and George Fadel. "Design of Honeycomb Meta-Materials for High Shear Flexure." In ASME 2009 International Design Engineering Technical Conferences and Computers and Information in Engineering Conference. ASMEDC, 2009. http://dx.doi.org/10.1115/detc2009-87730.

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A numerical study for a functional design of honeycomb meta-materials targeting flexible shear properties (about 6.5MPa effective shear modulus and 15% maximum effective shear strain) is conducted with two material selections — polycarbonate (PC) and mild-steel (MS), and five honeycomb configurations. Cell wall thicknesses are found for each material to reach the target shear modulus for available cell heights with five honeycomb configurations. PC honeycomb structures can be tailored with 0.4 to 1.3mm cell wall thicknesses to attain the 6.5MPa shear modulus. MS honeycombs can be built with 0.2mm or lower wall thicknesses to reach the target shear modulus. Sensitivity of wall thickness on effective properties may be a hurdle to overcome when designing metallic honeycombs. The sensitivity appears to be more significant with an increased number of unit cells in the vertical direction. PC auxetic honeycombs having 0.4 to 1.9 mm cell wall thicknesses show 15% maximum effective shear strain without local cell damage. Auxetic honeycombs having negative Poisson’s ratio show lower effective shear moduli and higher maximum effective shear strains than the regular counterparts, implying that auxetic honeycombs are candidate geometries for a shear flexure design.

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Higginbotham, Joseph H., Morgan P. Brown, and Oscar Ramirez. "Self consistent AVA determination of density, bulk modulus, and shear modulus reflectivity." In SEG Technical Program Expanded Abstracts 2010. Society of Exploration Geophysicists, 2010. http://dx.doi.org/10.1190/1.3513817.

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Han, De‐hua, and Michael Batzle. "Estimate shear velocity based on dry P‐wave and shear modulus relationship." In SEG Technical Program Expanded Abstracts 2004. Society of Exploration Geophysicists, 2004. http://dx.doi.org/10.1190/1.1845148.

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Raporty organizacyjne na temat "Shear Modulus"

Becker, R. Tantalum Shear Modulus from Homogenization of Single Crystal Data. Office of Scientific and Technical Information (OSTI), September 2007. http://dx.doi.org/10.2172/925669.

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Swift, D. Analytic fits to atom-in-jellium shear modulus predictions. Office of Scientific and Technical Information (OSTI), September 2020. http://dx.doi.org/10.2172/1660525.

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Preston, Dean Laverne, Leonid Burakovsky, Sky K. Sjue, and Diane Elizabeth Vaughan. IC W15_thermoelasticity Highlight: Shear modulus and melting curve of Be. Office of Scientific and Technical Information (OSTI), December 2016. http://dx.doi.org/10.2172/1337134.

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Chang, Y. W., and R. W. Seidensticker. Dynamic characteristics of Bridgestone low shear modulus-high damping seismic isolation bearings. Office of Scientific and Technical Information (OSTI), June 1993. http://dx.doi.org/10.2172/10181217.

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Wells, Beric E., Jeromy WJ Jenks, Gregory K. Boeringa, Nathan N. Bauman, Anthony D. Guzman, P. Arduino, and P. J. Keller. Lateral Earth Pressure at Rest and Shear Modulus Measurements on Hanford Sludge Simulants. Office of Scientific and Technical Information (OSTI), September 2010. http://dx.doi.org/10.2172/1009768.

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Burakovsky, Leonid, Daniel Blaschke, and Dean Preston. IC W20_thermoelasticity Highlight: Dynamic strength - shear modulus scaling for tantalum at extreme pressures. Office of Scientific and Technical Information (OSTI), February 2021. http://dx.doi.org/10.2172/1766974.

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Straub, G. K. Elastic shear modulus: Fits to data and extrapolation to large compressions and negative pressure. Office of Scientific and Technical Information (OSTI), December 1990. http://dx.doi.org/10.2172/6152581.

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Canfield, Thomas R. Calculations using density dependent melt temperature and shear modulus with the PTW strength model (u). Office of Scientific and Technical Information (OSTI), September 2011. http://dx.doi.org/10.2172/1078436.

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Wang, C. Y., Y. W. Chang, R. F. Kulak, R. W. Seidensticker, T. Kuroda, and M. Kobatake. Seismic response of a base-isolated building with high damping, low shear modulus elastomeric bearings. Office of Scientific and Technical Information (OSTI), August 1993. http://dx.doi.org/10.2172/10181979.

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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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