Статті в журналах: "Shear panel"

1

Jeong. "Shear Strain Big-Bang of RC Membrane Panel Subjected to Shear." Journal of the Korean Society of Civil Engineers 35, no. 1 (2015): 101. http://dx.doi.org/10.12652/ksce.2015.35.1.0101.

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2

Hoogenboom, Pierre C. J., and Johan Blaauwendraad. "Quadrilateral shear panel." Engineering Structures 22, no. 12 (December 2000): 1690–98. http://dx.doi.org/10.1016/s0141-0296(99)00061-9.

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3

O’Ceallaigh, Conan, Karol Sikora, and Annette Harte. "The Influence of Panel Lay-Up on the Characteristic Bending and Rolling Shear Strength of CLT." Buildings 8, no. 9 (August 21, 2018): 114. http://dx.doi.org/10.3390/buildings8090114.

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The objective of this study was to characterise the behaviour of cross laminated timber (CLT) panels and the influence of the panel lay-up on the failure strength. Three different panel configurations of thickness, 60 mm, 100 mm, and 120 mm, were loaded in the out-of-plane direction. The 60 mm and 120 mm panel configuration comprised three layers of equal thickness, and the intermediate 100 mm thick panel comprised five layers of equal thickness. The mean and characteristic bending and rolling shear strength of the panels were examined. The results show that the mean bending and rolling shear strength decrease with the panel thickness. The characteristic results have shown that there is an influence because of the number of boards within the panel. The characteristic bending strength values for the five-layer 100 mm thick panel were found to be higher than that of the three-layer 60 mm panel. The characteristic rolling shear values decreased in the five-layer panels, however, the increased number of layers subjected to the rolling shear results in a reduced variability in the rolling shear strength.

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4

Schmid, Ben L., Richard J. Nielsen, and Robert R. Linderman. "Narrow Plywood Shear Panels." Earthquake Spectra 10, no. 3 (August 1994): 569–88. http://dx.doi.org/10.1193/1.1585789.

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The Uniform Building Code allows plywood sheathed narrow shear panels having a height-to-width ratio of 3.5-to-one (UBC Table 25-I) to be used as lateral force resisting elements. Previous laboratory testing has concentrated on panels having a height-to-width ratio of one-to-one. This paper presents some results from the testing of plywood shear panels with a height-to-width ratio of two-to-one. Three panels were tested; each was configured to model a different construction scenario. The panels were subjected to fully reversed cyclic pseudo-static loads. Comparison of the results from the three panels indicate that the tie-down anchors must be installed with careful attention to bolt tightening sequence and torque in order to better resist lateral displacements in an earthquake. Vertical dead loads were found to reduce uplift of the panel which, in turn, reduces lateral displacements resulting from panel rotation. Decreased shear values for plywood shear walls subjected to cyclic loading and additional decreased shear values for walls with a height-to-width ratio of two-to-one are recommended.

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5

Tamai, Hiroyuki, and Kazuhiko Kasai. "Deformation Capacity of Steel Shear Panel Damper and its Reflection to AIJ Design Requirements." Journal of Disaster Research 11, no. 1 (February 1, 2016): 125–35. http://dx.doi.org/10.20965/jdr.2016.p0125.

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Shear panel dampers consisting of stiffeners and panels surrounded by four flanges are used as aseismic hysteretic dampers for buildings in Japan. Cracks can form easily in a shear panel damper when shear buckling occurs during the cyclic loading caused by a severe earthquake.For a relatively thin panel with a large width-to-thickness ratio, the damper’s plastic deformation capacity and the presence of shear buckling can be evaluated from the maximum deformation angle. However, when it is relatively small, very-low-cycle fatigue life for a relatively thick panel must be known to predict the usage limit of the damper, because the failure pattern changes when cracks form in the weld between the panels and flanges. Fatigue life relations for a thick shear panel damper with parameters of normalized width-to-thickness ratio and deformation angle are presented. A method for predicting the fatigue life under severe earthquake conditions is also presented. To validate the prediction expression, cyclic loading tests were performed on a shear panel damper and reviewed. The applicability of the method for predicting the fatigue life was confirmed through non-stationary cyclic loading tests. These results showed the validity and effectiveness of the expressions and the method.

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6

Park, Wan Shin, Jeong Eun Kim, Sun Woong Kim, Song Hee Yun, Nam Young Eom, and Hyun Do Yun. "Panel Shear Strength of Steel Coupling Beam-Pseudo Strain Hardening Cementitious Composite Wall Connection." Applied Mechanics and Materials 328 (June 2013): 965–69. http://dx.doi.org/10.4028/www.scientific.net/amm.328.965.

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Hybrid coupled wall systems, where steel coupling beams couple two or more pseudo strain hardening cementitious composite (PSH2C) shear wall can be used in medium and high-rise construction subjected to earthquake. This paper addresses the panel shear strength of steel coupling beams - PSH2C shear wall connection. Test variables included the connection detail in hybrid coupled shear wall system. The results show that Specimens PSH2C-PSFF and PSH2C-PSFFT exhibits greater panel shears strength than Specimen PSH2C-PSF.

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7

Kainuma, Shigenobu, Jin Hee Ahn, and In Tae Kim. "Corrosion Pattern for Critical Shear Buckling Load of a Web Panel with Local Corrosion Damage." Applied Mechanics and Materials 421 (September 2013): 778–83. http://dx.doi.org/10.4028/www.scientific.net/amm.421.778.

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Shear buckling strength of a web panel with local corrosion damage can be changed by web corrosion pattern. In this study, To find critical corrosion pattern for shear buckling of a web panel with local corrosion. Critical shear bucking loads of the corroded web panels were quantitatively evaluated. Thus, FE analsyis models were creasted cosidering corrosion pattern in the plate girder bridge which was reported from the corroded bridge inpection. As corrosion pattern of the web panel in the plate girder bridge, three corrosion patterns were selected as main corrosion cases such as longitudinal, vertical, and triangular cases. Their critical shear buckling loads were compared according to their corroded web codition.

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8

Liu, Y., T. Aoki, and M. Shimoda. "Strain Distribution Measurement of a Shear Panel Damper Developed for Bridge Structure." Journal of Structures 2013 (September 12, 2013): 1–11. http://dx.doi.org/10.1155/2013/615275.

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A shear panel damper using low-yield steel is considered as one of cost-effective solutions to reduce earthquake damage to building structure. In this paper, we describe the development of a shear panel damper with high deformation capacity, which is a necessary condition for it to be a bridge bearing. The development is based on the measurement of strain distribution of the shear panels under cyclic loading test. For the measurement, an image processing technique is proposed to use with the two-dimensional finite element method, in which a constant stress triangular element is employed. The accuracy of the measurement is validated by comparing with the results acquired by strain gauges. Various shapes of shear panels are tested in the experiment to obtain the relationship between the strain distribution and the deformation capacity. Based on the results of the experiment, the shear panel damper is improved to achieve high seismic performance with large deformation capacity.

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9

Mohamad, Noridah, and Hilmi Mahdi Muhammad. "Testing of Precast Lightweight Foamed Concrete Sandwich Panel with Single and Double Symmetrical Shear Truss Connectors under Eccentric Loading." Advanced Materials Research 335-336 (September 2011): 1107–16. http://dx.doi.org/10.4028/www.scientific.net/amr.335-336.1107.

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This paper reports the structural behavior of precast lightweight foamed concrete sandwich panel, PLFP, subjected to eccentric loading. An experiment was conducted to investigate the structural performance of PLFP under this load. Two PLFP panels, PE-1 and PE-2 were cast with 2000 mm in heights, 750 mm in width and 100 mm in thickness. The thickness of the wall is actually a combination of three layers. Skin layers were cast from lightweight foamed concrete while the core layer is made of polystyrene. The skin layers were connected to each other by 9 mm steel shear truss connector which were embedded through the layers. Panel PE-1 was strengthened with single diagonal shear truss connectors made of 6 mm steel rebar while panel PE-2 was strengthened with symmetrical diagonal shear truss connectors of similar steel diameter. Both panels were tested under eccentric load till failure. The results showed that panel with symmetrical double truss connectors, PE-2, is able to sustain higher load compared to panel with single shear truss connector. The load-deflection profiles indicate that both panels achieved certain degree of composite action especially during the later stage of loading where the wythes tend to move in the same direction until they reached failure. The load-strain curves for both panels highlight the inconsistent distribution of surface strain along the height of panels. The overall trend of the strain curves show that they are under compression.

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10

Mastali, Mohammad, Joaquim Barros, and Isabel Valente. "Structural performance of hybrid sandwich slabs under shear loading." Journal of Sandwich Structures & Materials 21, no. 3 (April 11, 2017): 809–37. http://dx.doi.org/10.1177/1099636217699660.

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In a hybrid panel with glass fiber-reinforced polymer (GFRP) bottom skin and ribs, and deflection hardening cementitious composites (DHCC) top layer, it is very important to provide good shear connection between these various components in order to increase the load carrying capacity of the resulting hybrid slabs and a larger increment of deflection before the occurrence of the structural softening of this panel. The effectiveness of the proposed hybrid sandwich panels strongly depends on the performance of the shear connectors. The efficiency of indented shear connectors in improving the flexural performance of hybrid sandwich panels is here demonstrated. Since the efficiency of indented shear connectors in the hybrid sandwich panels is unknown, efforts are made in this paper in investigating the shear performance of hybrid slabs. A special focus is given on the indented shear connector’s behavior, considering different shear span ratios in ranges of 2.00, 1.39, and 0.77. In this regard, six hybrid sandwich panels were manufactured and experimentally tested under different shear loads. Then, the results are interpreted comprehensively. The results obtained show that the GFRP rib thickness and height, and shear span ratios influence the damage events and the structural performance of the hybrid sandwich panels. Moreover, it was observed that using indented shear connectors in the hybrid slabs, regardless of the shear span ratios, provides high load capacity, high stiffness, and large residual deflection.

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11

Xie, Qi Fang, Hai Bei Xiong, and Xi Lin Lu. "Experimental Study on Shear Behavior of Light Wall Composed of Oriented Structural Straw Board and Tennon-and-Mortise Connection Frame." Advanced Materials Research 163-167 (December 2010): 2234–39. http://dx.doi.org/10.4028/www.scientific.net/amr.163-167.2234.

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Combined with the merits of light wood frame structure and Chinese ancient wood structure, a light wall composed of oriented structural straw board (OSSB) and tennon-and-mortise connection wood frame (TMCWF) was developed. The wall build-up with several wall-modular those are composed of wood frames and panels based on its width, the wood frame members are connected with tennon-and-mortise, and the panel is OSSB which is cheap and low-carbon, so the wall have many merits such as lower cost, better earthquake-resistance and good to environment protection. To research the shear behavior of the light wall composed of OSSB and TMCWF, nine wall-modular were tested under level unidirectional loading. The performances of the specimens such as the damage characteristic, shear capacity and rigidity are obtained. Factors that influence the shear capacity and elastic rigidity, including space of vertical frame members, nail space, panel thickness, type of panel and vertical load, were analyzed. And the shear behaviors of the light wall composed of OSSB and TMCWF and the light wood frame wall were compared. Experimental results show that the shear strength and rigidity of the developed wall with TMCWF are higher than those of the light wood frame wall. And the panel type, the panel thickness, nail space of the panel are the major factors to influence the shear strength of the wall-modular.

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12

Chen, Lu, He Tao Hou, and Guo Qiang Li. "Experimental Investigations on Flexural Behavior of Sandwich Composite Panels." Advanced Materials Research 287-290 (July 2011): 810–14. http://dx.doi.org/10.4028/www.scientific.net/amr.287-290.810.

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Sandwich composite panel is a new developed building material applied in steel residential houses, but the theory and experiment of this panel is still limited. In order to study the influence of the boundary conditions and shear connector patterns on flexural behavior of the panels, two groups of panels were cast and tested. Failure modes of the test panels under the uniformed transverse load, load-deformation response, strains in two concrete wythes, crack loads and ultimate load-bearing capacity were recorded and analysed. Test results showed that different angles and distances of plane truss shear connectors affected the ultimate flexural strengths significantly. The strain curves of two concrete wythes revealed that the plane truss shear connectors of panels worked well to make the two wythes act as a solid slab. It is concluded that the sandwich composite panel is available in steel residential houses because of its economical and high flexural strength.

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13

Liu, Hui, Zhenkun Lei, Hao Jiang, Jianchao Zou, Zhenfei Guo, Ruixiang Bai, and Dawei Wang. "Study on shear buckling failure of laser-welded dissimilar aluminum alloy (Al-Li-2099/Al-Li-S4) stiffened panel." Journal of Laser Applications 34, no. 2 (May 2022): 022012. http://dx.doi.org/10.2351/7.0000600.

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Laser welding of L-shaped aluminum alloy joints is of great significance in lightweight and efficient manufacturing of thin-wall reinforced aerospace structures. Shear performance is an important reference index for the structural design of aluminum alloy-reinforced panels. In this study, in-plane shear experiments of a continuous double-sided laser welded dissimilar Al-Li alloy (Al-Li-2099/Al-Li-S4) stiffened thin-walled panels were carried out. The deformation and buckling mode evolution of the stiffened panel were measured by the combination of fringe projection profilometry and strain gauge measurement. The results show that in the macroaspect, the stiffened panel first exhibits local skin buckling and then develops into overall buckling along the diagonal tensile direction. Finally, the stiffened panel shows weld desoldering failure. Metallographic examination and scanning electron microscopy were performed on the L-shaped joints at different positions of the stiffened panel. The microstructure observation shows that the weld was composed of a nondendritic equiaxed zone, a columnar dendritic zone, and an equiaxed dendritic zone. The failure mode of the weld is mainly brittle fracture with a small amount of shear dimples, indicating that the welded seam of the stiffened panel under the shear load is tensile shear coupling. After the force reaches material strength, the crack nucleates in the weld and extends along the weld until it penetrates the whole weld. This shows that the mechanical properties of the weld microstructure are closely related to the macroshear properties of the stiffened panel.

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14

Mousavi, Seyed Amin, and Asghar Bahrami Rad. "JK Panel, a Novel Three Dimensional Interconnected Reinforcement for Concrete Shear Walls." Applied Mechanics and Materials 256-259 (December 2012): 629–34. http://dx.doi.org/10.4028/www.scientific.net/amm.256-259.629.

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This study is devoted to introducing a novel structural wall reinforcement technique, called JK panel. JK panel is a specific 3D steel mesh with vertical and diagonal strips. The main feature of JK panel is its interconnected nature and closely spaced strips that leads to a high confinement for concrete. During this study, using finite element technique, behavior of JK panel is evaluated under monotonic loading. The main emphasis of the current study is on advantages of JK panels as shear wall reinforcement. Therefore, some different reinforcement details are compared with JK panel for one single wall constructed with lightweight EPS concrete. According to obtained results, JK panels can satisfactorily reinforce any concrete wall while they need lower development lengths and they have more redundancy and reliability compared to conventional separated rebars.

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15

Kong, Peng, Lishuai Jiang, Jiaming Shu, and Lu Wang. "Mining Stress Distribution and Fault-Slip Behavior: A Case Study of Fault-Influenced Longwall Coal Mining." Energies 12, no. 13 (June 28, 2019): 2494. http://dx.doi.org/10.3390/en12132494.

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It is well accepted that faults have significant impacts on the safe production of underground coal mines; however, the fault-slip mechanism during longwall mining through a fault still needs to be investigated. In this study, the distribution of microseismicity events during panel mining through a fault is analyzed, and 3-dimensional fast Lagrangian analysis of continua was used to study the mining stress distribution and fault-slip behavior under the two different mining directions, i.e., mining the panel through the fault from the footwall, or mining the panel through the fault from the hanging wall. The research shows that when the panel is mined through the fault from the footwall, the shear displacement of the fault is significantly greater than those created by mining the panel through the fault from the hanging wall. Under the two mining directions, the variation behaviors of the normal stress and shear stress on the fault are quite different, and fault-slips mainly occur in fault areas where the normal stress decreases. When mining the panel through the fault from the footwall, the slip mainly occurs in the coal-seam roof fault, and when mining the panel through the fault from the hanging wall, the slip mainly occurs in the coal-seam floor fault. According to the variations in the normal stress and shear stress of the fault during the period of mining the panel through the fault, the mechanism of the fault slip can be divided into three categories. 1: Normal stress and shear stress decrease abruptly, but the reduction of the normal stress is greater than that of the shear stress. 2: The normal stress is continuously reduced, the shear strength of the fault is decreased, and the shear stress is suddenly increased. 3: Both the normal stress and the shear stress increase, but the increase in the shear stress is greater than that of the normal stress. These research results can provide a reference for the layout of panels and for fault-slip-induced disaster prevention under similar conditions.

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16

Abdurrahman, Irfan Naufal, Heru Juhdi Gultom, and Erma Desmaliana. "Kajian Eksperimental Sifat Mekanik Panel Cross Laminated Timber Kayu Sengon dan Kayu Jabon (Hal. 78-87)." RekaRacana: Jurnal Teknil Sipil 4, no. 4 (November 29, 2018): 78. http://dx.doi.org/10.26760/rekaracana.v4i4.78.

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ABSTRAKPanel Cross Laminated Timber (CLT) merupakan rekayasa kayu dengan penyusunan kayu dengan arah bersilangan 90 Material kayu yang digunakan yaitu kayu Sengon dan kayu Jabon. Pembuatan panel CLT menggunakan perekat Polyvinyl Acetate, Cross-linker, dan Lateks Karet Alam dengan perbandingan 1:1 untuk base dan 15% untuk katalisator. Tujuan dari penelitian ini, untuk mengetahui kinerja panel CLT kayu Sengon dan kayu Jabon terhadap beban tekan dan geser. Pembuatan panel CLT dilakukan dengan menggunakan kempa dingin dan dimensi panel CLT yang digunakan yaitu 950mm 950mm 120mm. Hasil pengujian eksperimental pada benda uji small clear, didapatkan bahwa kayu jabon dan kayu sengon masuk kedalam kelas kuat V. Kapasitas tekan panel CLT kayu Sengon lebih kuat dibandingkan CLT Jabon yaitu 12,196 MPa dengan defleksi 10,51 mm dan kapasitas tekan panel CLT Kayu Jabon 9,572 MPa dengan defleksi 2,67. Pada pengujian kuat geser Panel CLT kayu Sengon menghasilkan nilai kuat geser lebih baik dari pada CLT kayu Jabon sebesar 0,09 MPa, dan kuat geser CLT kayu Jabon 0,089 MPa. Kata kunci: cross laminated timber, perekat, kuat tekan, kuat geser, defleksi. ABSTRACTCross Laminated Timber (CLT) Panel Is wood engineering with wood’s arrangement cross direction 90°. Wood materials used Sengon and Jabon. Making CLT panels using Polyvinyl Acetate, Cross-linker, and Natural Rubber Latex adhesives with a ratio of 1:1 for base and 15% for catalyst. The purpose of this research is to know the performance of Sengon and Jabon wood CLT panels against press and shear load. CLT panel is made by used cold press processed and the CLT panel dimensions used is 950mm 950mm 120mm. The results of small clear test object, found that Jabon wood and sengon wood were included in the strong V class.The compressive capacity of Sengon wood CLT panel is stronger than Jabon CLT which is 12.196 MPa with 10.51 mm deflection and the compressive capacity of Jabon CLT panel is 9.572 MPa with a deflection of 2.67. The shear strength testing of Sengon wood CLT Panel produces better shear strength than Jabon wood. Shear strength Sengon’s CLT is 0.089 MPa and Jabon’s CLT is 0.128 MPa.Keywords: cross laminated timber, glue, compression strength, shear strength, deflection.

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17

Nurjannah, Siti Aisyah, Saloma Saloma, Yulindasari Yulindasari, Kiagus Muhammad Aminuddin, and Gilbert Chuhairy. "The analysis of numerical self-compacting concrete wall panel models with variations of shear reinforcement." Engineering Solid Mechanics 11, no. 1 (2023): 89–102. http://dx.doi.org/10.5267/j.esm.2022.8.002.

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Reinforced concrete wall critical zones are the responsive areas of dissipated earthquake loads. They are formed in the connection of the wall panels and the fixed restraints. The longitudinal and transversal steel reinforcements with certain spacing are designed according to the required nominal strength at the connections. Under certain conditions, the reinforcement distance becomes very tight, making working on castings using normal concrete difficult. This condition also occurs in boundary elements consisting of longitudinal and transversal reinforcements in tight spaces. A concrete material that flows easily and solidifies itself is required to avoid segregation. One type of this material is Self-Compacting Concrete (SCC). The SCC performance as a wall panel material that withstands gravity and cyclic lateral loads still require further research. This study aimed to analyze the hysteretic performance of reinforced SCC wall panels with variations of shear reinforcement in resisting cyclic lateral loads. The analysis used software based on numerical analysis. The drift ratios, hysteretic curves, stress patterns, ductility, and stiffness of the wall panels were analyzed. The SCC wall panel with ordinary shear reinforcement resisted lateral positive and negative loads of 152.32 kN and 143.09 kN, respectively. In comparison, the wall panel with boundary elements and tighter shear reinforcements could withstand the positive and negative lateral loads of 187.62 kN and 145.98 kN, respectively. The SCC wall panel reached the best ductility of 21.38 with ordinary shear reinforcement because the yield occurred faster than in other wall panels. The results showed that the boundary elements and shear reinforcements of reinforced SCC wall panels affected the performance in resisting cyclic lateral loads.

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18

Adham, S. A., V. Avanessian, G. C. Hart, R. W. Anderson, J. Elmlinger, and J. Gregory. "Shear Wall Resistance of Lightgage Steel Stud Wall Systems." Earthquake Spectra 6, no. 1 (February 1990): 1–14. http://dx.doi.org/10.1193/1.1585555.

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Experimental investigations were conducted to evaluate the lateral load-deflection characteristics of lightgage steel stud/gypsum wallboard panel combinations subjected to lateral cyclic loads. In all, six 8′ × 8′ specimens were tested. A reasonable one-to-one correspondence between the strap area increase and the increase in the contribution from the strap to the overall loadcarrying capacity of the panel at intermediate and high drift ratios was observed. The panel lateral stiffness for a given stabilized cycle degraded by about 7% to 15% as compared with the lateral stiffness of the corresponding virgin cycle. Lateral stiffness degradation increased as the drift ratios became larger. The energy dissipation ability of the panels in the stabilized cycle was about 60% of the virgin cycle. An average value of equivalent viscous damping for all the cycles based on panel hysteretic behavior was about 12%.

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19

Mahendran, M., and S. Subaaharan. "Shear Strength of Sandwich Panel Systems." Australian Journal of Structural Engineering 3, no. 3 (January 1, 2002): 115–26. http://dx.doi.org/10.1080/13287982.2002.11464899.

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20

Curtis, Howard D., and Glenn P. Greiner. "A stress-based quadrilateral shear panel." Finite Elements in Analysis and Design 21, no. 3 (January 1996): 159–78. http://dx.doi.org/10.1016/0168-874x(95)00037-t.

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21

Dobrila, Peter, and Miroslav Premrov. "Bending Tests of Panel Shear Walls." IABSE Symposium Report 85, no. 6 (January 1, 2001): 43–48. http://dx.doi.org/10.2749/222137801796348836.

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22

Premrov, Miroslav, and Peter Dobrila. "New Models of Panel Shear Walls." IABSE Symposium Report 86, no. 3 (January 1, 2002): 25–33. http://dx.doi.org/10.2749/222137802796337404.

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23

Chen, Harn C. "A simple quadrilateral shear panel element." Communications in Applied Numerical Methods 8, no. 1 (January 1992): 1–7. http://dx.doi.org/10.1002/cnm.1630080102.

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24

Güemes, Alejandro, Pablo Fajardo, and Marco Raiola. "Experimental Assessment of RANS Models for Wind Load Estimation over Solar-Panel Arrays." Applied Sciences 11, no. 6 (March 11, 2021): 2496. http://dx.doi.org/10.3390/app11062496.

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This paper reports a comparison between wind-tunnel measurements and numerical simulations to assess the capabilities of Reynolds-Averaged Navier-Stokes models to estimate the wind load over solar-panel arrays. The free airstream impinging on solar-panel arrays creates a complex separated flow at large Reynolds number, which is severely challenging for the current Reynolds-Averaged Navier-Stokes models. The Reynolds-Averaged Navier-Stokes models compared in this article are k-ϵ, Shear-Stress Transport k-ω, transition and Reynolds Shear Model. Particle Image Velocimetry measurements are performed to investigate the mean flow-velocity and turbulent-kinetic-energy fields. Pressure taps are located in the surface of the solar panel model in order to obtain static pressure measurements. All the Reynolds-Averaged Navier-Stokes models predict accurate average velocity fields when compared with the experimental ones. One of the challenging factor is to predict correctly the thickness of the turbulent wake. In this aspect, Reynolds Shear provides the best results, reproducing the wake shrink observed on the 3rd panel in the experiment. On the other hand, some other features, most notably the blockage encountered by the flow below the panels, are not correctly reproduced by any of the models. The pressure distributions over the 1st panel obtained from the different Reynolds-Averaged Navier-Stokes models show good agreement with the pressure measurements. However, for the rest of the panels Reynolds-Averaged Navier-Stokes fidelity is severely challenged. Overall, the Reynolds Shear model provides the best pressure estimation in terms of pressure difference between the front and back sides of the panels.

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25

TAMAI, Hiroyuki. "ON EQUIVALENT SHEAR BUCKLING DEFORMATION ANGLE FOR SHEAR PANEL DAMPER." Journal of Structural and Construction Engineering (Transactions of AIJ) 80, no. 707 (2015): 137–45. http://dx.doi.org/10.3130/aijs.80.137.

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26

Ahn, Jin Hee. "Shear Buckling Strength and Behaviors of Steel Plate Girder with Asymmetrical Shear Resistant Web Panel by Local Corrosion." Journal of Korean Society of Steel Construction 26, no. 2 (2014): 105. http://dx.doi.org/10.7781/kjoss.2014.26.2.105.

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27

Bidakov, A., O. Pustovoitova, I. Raspopov та B. Strashko. "COMPARATIVE ANALYSIS OF THE TYMOSHENKO METHOD AND THE Γ-METHOD FOR CALCULATION OF CLT PANELS STRENGTH BY BENDING." East European Scientific Journal 2, № 7(71) (11 серпня 2021): 33–39. http://dx.doi.org/10.31618/essa.2782-1994.2021.2.71.91.

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The γ-method and the Timoshenko method are most often used for calculation the bending strength of CLT panels, the latter of which takes into account the transverse shear deformations of the transverse layers of boards, which are due to the significant difference between the modulus of elasticity and the shear modulus apply the method of Timoshenko's beams. The γ-method treats the CLT panel as a beam on flexible joints, similar to the Derevyagin system beam on plate dowels or Kubler cubes, where the transverse layers of the boards are considered as flexible joints and are not taken into account when calculating the geometric characteristics of cross sections of CLT panels. Taking into account the amount of shear for each type of panels, depending on the configuration of the cross-sectional components, is performed by introducing shear correction factors, which in turn depend on the thickness of the CLT panel layers and their distance from the center of gravity of the panel. The γ-method, like Timoshenko's method, is used in engineering practice more often than the shear analogy method. Each technique has its advantages and disadvantages, as it has a number of specific assumptions to simplify the calculations. This paper highlights the advantages and disadvantages of the γ-method and the Timoshenko method, which are the most common and are contained in many technical opinions of various manufacturers of CLT panels.

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28

Omachi, Ayumi, Kuniharu Ushijima, Dai-Heng Chen, and Wesley J. Cantwell. "Prediction of failure modes and peak loads in lattice sandwich panels under three-point loading." Journal of Sandwich Structures & Materials 22, no. 5 (July 24, 2018): 1635–59. http://dx.doi.org/10.1177/1099636218789605.

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In this study, the failure behaviour of lattice sandwich panels under three-point loading has been studied using a nonlinear finite element analysis. The failure mechanisms of lattice-cored sandwich panels can be classified in three modes; facesheet yielding, facesheet wrinkling and core shear. When the panel fails due to facesheet yielding or core shear, the evaluation of the strength of the lattice-cored panel can be undertaken in the same manner as that of a foam-cored panel. In contrast, when wrinkle-like deformation occurs in the facesheets, the failure load can be estimated from the buckling stress of the facesheet. The failure mode map for the lattice-cored panel with the coordinate system tf / l and [Formula: see text] can be described by the analytical equations that predict the three failure modes. The failure mode map highlights the dominant failure modes for the lattice-cored sandwich panel based on the key design parameters tf / l and [Formula: see text].

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29

Huh, Jungwon, In-Tae Kim, and Jin-Hee Ahn. "Locally Corroded Stiffener Effect on Shear Buckling Behaviors of Web Panel in the Plate Girder." Advances in Materials Science and Engineering 2015 (2015): 1–19. http://dx.doi.org/10.1155/2015/586264.

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The shear buckling failure and strength of a web panel stiffened by stiffeners with corrosion damage were examined according to the degree of corrosion of the stiffeners, using the finite element analysis method. For this purpose, a plate girder with a four-panel web girder stiffened by vertical and longitudinal stiffeners was selected, and its deformable behaviors and the principal stress distribution of the web panel at the shear buckling strength of the web were compared after their post-shear buckling behaviors, as well as their out-of-plane displacement, to evaluate the effect of the stiffener in the web panel on the shear buckling failure. Their critical shear buckling load and shear buckling strength were also examined. The FE analyses showed that their typical shear buckling failures were affected by the structural relationship between the web panel and each stiffener in the plate girder, to resist shear buckling of the web panel. Their critical shear buckling loads decreased from 82% to 59%, and their shear buckling strength decreased from 88% to 76%, due to the effect of corrosion of the stiffeners on their shear buckling behavior. Thus, especially in cases with over 40% corrosion damage of the vertical stiffener, they can have lower shear buckling strength than their design level.

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30

Jang, Seok Joon, Young Chan You, and Hyun Do Yun. "Effect of GFRP Shear Ties on Shear Behavior of Interfaces between Precast Concrete Panel and Extruded Polystyrene Special Insulation." Advanced Materials Research 658 (January 2013): 46–49. http://dx.doi.org/10.4028/www.scientific.net/amr.658.46.

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This paper describes the test results on the direct shear behavior of glass-fiber reinforced polymer (GFRP) shear tie reinforced interfaces between precast concrete sandwich panels (PCSP) and extruded polystyrene (XPS) insulations. The insulated PCSP consists of two concrete panels with 100mm or 80mm thick insulation between inner/outer concrete panel layers. In order to achieve composite action concrete panels are connected by corrugated GFRP shear connector. In this study, three types of couple replicate insulated PCSP with different embedment length of GFRP shear connector were made and loaded in push-out. The test results indicated that the reinforcement of GFRP shear ties for interface between PCSP and XPS insulation improves initial and post-peak shear performance of insulated PCSPs. These phenomena are remarkable for XPS insulated PCSPs with larger embedment length of GFRP shear connectors.

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31

Jacques, Eric, and Jon Makar. "Behaviour of structural insulated panels (SIPs) subjected to short-term out-of-plane transverse loads." Canadian Journal of Civil Engineering 46, no. 9 (September 2019): 858–69. http://dx.doi.org/10.1139/cjce-2018-0015.

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Structural insulated panels (SIPs) are a panelized building system composed of external oriented strand board (OSB) wood sheets bonded to a lightweight boardstock or pour-in-place foam core. This paper describes an investigation on the structural behaviour of OSB-faced SIPs subject to short-term out-of-plane transverse loading. A total of 35 panels with varying types of foam core, thickness and other construction details were subjected to partially distributed uniform loading. The results showed that the ultimate shear resistance of SIPs is proportional to the mechanical properties of the core, and inversely proportional to the thickness of the core. The observed relationship between core shear stress at failure and core thickness was used to calibrate a reliability-based design expression to predict the shear strength of full-size panels based on properties obtained from small-scale foam material tests. Sandwich panel theory can accurately predict the initial stiffness of SIPs when behaviour remains in the linear range. Finally, recommendations regarding panel design and construction are made to improve the shear behaviour of SIPs.

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32

Battley, MA, and TD Allen. "Core failure in sandwich structures subjected to water slamming loads." Journal of Sandwich Structures & Materials 21, no. 5 (March 27, 2019): 1751–72. http://dx.doi.org/10.1177/1099636219837655.

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Sandwich composite materials are widely used within the marine industry, particularly as hull panels. Water impact loads, known as slamming, can be very significant for these structures, particularly for high-speed craft. These loadings generate local regions of high transverse shear forces near panel boundaries, which can result in transverse shear failures of core materials. The transient nature of slamming loads can cause stress rates that are high enough to affect the strength of the core material, particularly for polymeric foams. Despite the significant body of work on the constitutive behaviour and failure mechanics of sandwich core materials, there is a lack of understanding of how core materials fail in transverse shear during slamming events. There is also only very limited knowledge of how the core shear strengths measured using standardised, often quasi-static material coupon testing relate to their behaviour in a panel-slamming situation. This paper contributes in two novel areas; controlled experimental characterisation of the failure mechanics of sandwich panels subjected to water slamming to understand and quantify the strength of different polymeric core materials, comparison of the failure modes and transverse shear strength of slam-loaded sandwich panels to predictions from material coupon properties. Core types include low, medium and high elongation polymeric foams. The results demonstrate that the more ductile foams perform better as panel structures under slamming relative to their quasi-static properties compared with the more brittle cores. Prediction of the strength of a panel is shown to be highly dependent on the load distribution and whether the static or dynamic core strength is considered. The results support empirical experience that ductile foams perform well under slamming loads, and that high-elongation materials can perform better in slamming situations than predicted by their quasi-static strengths.

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33

Lee, Doo-Yong, Bong-Ho Cho, Dam-I. Jung, Jae-Sub Lee, and Keun-Woo Lee. "Experimental Study on the Cyclic Behavior of Integrated Panels for Cold-Formed Steel Shear Wall System." Applied Sciences 10, no. 5 (March 1, 2020): 1649. http://dx.doi.org/10.3390/app10051649.

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Studies on the constructability of cold-formed steel (CFS) members are lacking. In this context, this paper proposes an integrated panel to replace the studs and steel sheet in the steel-sheathed wall system used in light gauge steel frames. The integrated panel was developed, to not only exhibit better structural performance and constructability than the steel-sheathed wall system, but to also reflect the appropriate details for applications to on-site panel construction. Cyclic loading tests were performed to investigate the seismic performances of three integrated panel specimens and a steel-sheathed panel specimen. The integrated panel specimens exhibited greater deformation capacity, ductility and equivalent damping ratio than the steel-sheathed panel. Although the web slenderness of the integrated member was nearly 400, the nominal strength of the integrated panel was predictable on an AISI standard. However, for stud-reinforced integrated panels, the nominal strength was overestimated by 45%–60%, and a draft equation was proposed to predict the yield strength of these panels. The proposed equation accurately predicted the yield strength of the stud-reinforced integrated panel specimens. The study results can aid in the construction of light gauge steel frames that require reinforcing parts with a high web slenderness ratio.

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34

Boscato, Giosuè, and Alessandra Dal Cin. "Performance of Different Connections for a SFGP-RC Prototype Panel." Advanced Materials Research 900 (February 2014): 455–58. http://dx.doi.org/10.4028/www.scientific.net/amr.900.455.

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The aim of this research regards the evaluation of mechanical performance of a prototype panel made by steel fiber reinforced concrete, SFRC, on the top, and fiber reinforced pultruded sandwich panel, GFRP, on the bottom, subjected to combined moment-shear actions through four-bending test. Two different mechanical solutions were used for the connection of the panels. A first steel connection previously designed and a second one with resin applied uniformly on the surface of GFRP panel. The SFRC-G panel involves the analysis of the weakness of GFRP material due to its very low deformability, the risk of the local instability and the elastic brittle behaviour till the collapse, while steel is obviously characterized by elastic-plastic curve. However in the test proposed the ultimate limit state (SLU) involves first of all the loss of bond strength between materials. The panels length/thickness ratio has been previously designed to give prominence to flexural-shear combined actions and in verifying the connections capacity.

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35

Branston, A. E., C. Y. Chen, F. A. Boudreault, and C. A. Rogers. "Testing of light-gauge steel-frame - wood structural panel shear walls." Canadian Journal of Civil Engineering 33, no. 5 (May 1, 2006): 561–72. http://dx.doi.org/10.1139/l06-014.

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At present, no Canadian document is available with which engineers can design light-gauge steel-frame – wood structural panel shear walls that are relied upon to resist lateral in-plane loading (earthquake and wind). For this reason, a research project was initiated with the overall goal of developing a shear wall design method that could be used in conjunction with the 2005 National Building Code of Canada. The initial phase of the project was to conduct an experimental study to provide information on the response of single-storey shear walls. An extensive program of tests was completed on walls composed of 1.12 mm thick 230 MPa grade steel framing sheathed with 12.5 mm Douglas-fir plywood, Canadian softwood plywood, or 11 mm oriented strand board wood structural panels. Various wall lengths and connection patterns were incorporated into the program of monotonic and reversed cyclic tests. The scope of testing was selected such that it added to the North American database of information for steel-frame – wood structural panel shear walls. Information on the test program and the general results are provided in this paper.Key words: shear wall, light-gauge steel, wood structural panel, earthquake, wind.

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36

Schumacher, A., G. Y. Grondin, and G. L. Kulak. "Connection of infill panels in steel plate shear walls." Canadian Journal of Civil Engineering 26, no. 5 (October 1, 1999): 549–63. http://dx.doi.org/10.1139/l99-016.

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The behaviour under cyclic loading of unstiffened steel plate shear wall panels at their connection to the bounding beams and columns was investigated on full-size panel corner details. Four different infill panel connection details were tested to examine and compare their response to quasi-static cyclic loading. The load versus displacement response of the details showed gradual and stable deterioration at higher loads. The formation of tears in the connection details did not result in a loss of load-carrying capacity. In addition to the experimental program, a finite element model was developed to model the behaviour of one of the infill plate corner connection specimens. Results from the analysis showed that the finite element method can be used to obtain the load versus displacement behaviour of an infill panel-to-boundary member arrangement.Key words: cyclic loading, hysteresis, shear wall, steel, welded connection.

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37

Kim, Yeong-Nam, Jae-Sang Park, Eun-Soo Go, Min-Hyuk Jeon, and In-Gul Kim. "Nonlinear Random Response Analyses of Panels Considering Transverse Shear Deformations under Combined Thermal and Acoustic Loads." Shock and Vibration 2018 (June 20, 2018): 1–11. http://dx.doi.org/10.1155/2018/9751038.

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The panel structures of flight vehicles at supersonic or hypersonic speeds are subjected to combined thermal, acoustic, and aerodynamic loads. Because of the combined thermal and acoustic loads, the panel structure may exhibit nonlinear random vibration responses, such as the snap-through phenomenon and random vibrations. These unique dynamic behaviors of the panel structure under combined thermal and acoustic loads can result in serious damage or fatigue failure of the panel structures of high-speed flight vehicles. This study investigates the nonlinear random responses of thin and thick panels under combined thermal and acoustic loads. The panels are modeled based on the first-order shear deformation theory (FSDT) to account for transverse shear deformations. The von-Karman nonlinear strain–displacement relationship is used for geometric nonlinearity in the out-of-plane direction of the panel. The thermal load distribution is assumed to be constant in the thickness direction of the panel. The random acoustic load is represented as stationary White–Gaussian random pressure with zero mean and uniform magnitude over the panels. Static and dynamic equations are derived using the principle of virtual work and the nonlinear finite element method. A thermal postbuckling analysis is conducted using the Newton–Raphson method, and the dynamic nonlinear equations are solved using the Newmark-β time integration method. In the present numerical analyses, the snap-through responses for both the thin and thick panels are investigated, and the results indicate that the loading conditions that cause snap-through are different for thin and thick panels.

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38

MARKOVICH, A. S., M. I. ABU MAHADI, and D. A. MILOSERDOVA. "THE RIGIDITY OF THE EXTERNAL WALL PANEL WITH OPENING OF RESIDENTIAL BUILDING I-515/5 SERIES IN CASE BIAS." Building and reconstruction 98, no. 6 (2021): 28–35. http://dx.doi.org/10.33979/2073-7416-2021-98-6-28-35.

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There were a number of characteristic damages and defects in typical panel houses when examine, one of which are tilts and biases of wall panels. The stiffness of the wall panel with the opening of residential building I-515/5 series has been determined at a given bias in its plane. The panel was calculated numerically using a nonlinear deformation model by the finite element method and analytically. The software package, LIRA-SAPR 2017, was used in this investigation. The calculation was carried out taking into account the nonlinearity and material creep. As a result, the fields of normal and shear stresses in the panel were obtained and the shear rigidity was calculated. The analysis of the obtained results showed that a possible decrease of the actual stiffness of the panel should take into account against the calculated stiffness was obtained according to the standards.

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39

Wang, Wei, Zhan Qi Tang, Wei Gu, and Kun Liu. "DEM Simulation on Dilatancy Phenomenon of Confined Granular Assembly under Shearing in Parallel Interface." Applied Mechanics and Materials 321-324 (June 2013): 282–85. http://dx.doi.org/10.4028/www.scientific.net/amm.321-324.282.

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In order to study the dilatancy phenomenon of confined granular assembly under shearing in parallel interface, a parallel-panel shear model is constructed by discrete element method (DEM) in this paper. While the relative motion happens between the upper and lower panels, the panel and particles displacement are monitored. The expansion of upper plate and the change of particles force chain are shown. The results show that: the internal particle system keeps repeating the dilatancy and compression process, and the relationship between shear dilatancy phenomenon and force chain structure is close.

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40

Sun, Zu Li, Ming En Guo, Jun Li, and Gui Qing Luan. "Influence of Process Parameters on Mechanical Properties of Composites Fabricated by VARTM Process." Applied Mechanics and Materials 201-202 (October 2012): 1084–87. http://dx.doi.org/10.4028/www.scientific.net/amm.201-202.1084.

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Some glass fiber/vinyl ester resin composite laminated panels were fabricated by varying levels of resin temperature, resin bleeding time and vacuum level. Interlaminar shear tests were performed to investigate the effects of process parameters on interlaminar shear strength (ISS) of laminated panel. The optimization of processing parameters was also conducted by employing the method of Artificial Neural Networks (ANN) in order to improve the ISS of laminated panel. The optimized test results are: resin temperature 30°C, resin bleeding time 7s, vacuum level 97KPa, and the result of ISS is 41.2MPa

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41

Woodward, B., and M. Kashtalyan. "Three-dimensional elasticity analysis of sandwich panels with functionally graded transversely isotropic core." Archive of Applied Mechanics 89, no. 12 (September 20, 2019): 2463–84. http://dx.doi.org/10.1007/s00419-019-01589-y.

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Abstract In this paper, three-dimensional elastic deformation of rectangular sandwich panels with functionally graded transversely isotropic core subjected to transverse loading is investigated. An exponential variation of Young’s and shear moduli through the thickness is assumed. The approach uses displacement potential functions for transversely isotropic graded media and a three-dimensional elasticity solution for a transversely isotropic graded plate developed by the authors. The effects of transverse shear modulus, loading localisation, panel thickness and anisotropy on the stresses and displacements in the panel are examined and discussed.

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42

Dawe, J. L., and C. K. Seah. "Behaviour of masonry infilled steel frames." Canadian Journal of Civil Engineering 16, no. 6 (December 1, 1989): 865–76. http://dx.doi.org/10.1139/l89-129.

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Masonry shear panels used as infilling in steel frames are investigated experimentally. Twenty-eight large-scale specimens were tested to ultimate panel strength under in-plane, horizontal loading applied at roof level. Of the parameters varied in the test series, interface conditions between panel edges and frame were found to significantly affect the strength and behaviour. Column-to-panel ties were found to be ineffective in increasing ultimate strength while initial stiffness was only marginally increased. A 20 mm gap between the upper edge of a panel and roof beam was particularly detrimental to the system shear capacity. While panel openings reduced initial major crack load, the same was not necessarily true for their effect on ultimate strength. Reinforced bond beams at one third and two thirds of the panel height forced initial major cracking to occur quite close to ultimate, which itself was only marginally increased. The lowest initial major cracking and ultimate loads were recorded for those specimens consisting of a panel in a hinge frame with a 20 mm gap between the upper edge of the panel and roof beam. Key words: masonry, infilled panel, steel frame, experimental, in-plane, behaviour, strength.

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43

Huey, Susan D., Alan Clarke, and Kurt H. Gerstle. "Shear Strength of Horizontal Wall Panel Joints." PCI Journal 35, no. 4 (July 1, 1990): 84–91. http://dx.doi.org/10.15554/pcij.07011990.84.91.

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44

Chen, Zhiyi, Hanbin Ge, and Tsutomu Usami. "Hysteretic Model of Stiffened Shear Panel Dampers." Journal of Structural Engineering 132, no. 3 (March 2006): 478–83. http://dx.doi.org/10.1061/(asce)0733-9445(2006)132:3(478).

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45

HITOMI, Yasuyoshi, Hatsunobu WADA, Shinzo KONOMI, Kiichirou SAITO, Yasuhiro NAKATA, and Mamoru IWATA. "DEVELOPMENT OF THE HIGH DUCTILE SHEAR PANEL." AIJ Journal of Technology and Design 2, no. 3 (1996): 118–23. http://dx.doi.org/10.3130/aijt.2.118.

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46

Hossain, Md Raquibul, and Mahmud Ashraf. "Mathematical modelling of yielding shear panel device." Thin-Walled Structures 59 (October 2012): 153–61. http://dx.doi.org/10.1016/j.tws.2012.04.018.

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47

TAMAI, Hiroyuki. "ON DAMAGE FACTOR OF SHEAR PANEL DAMPER." Journal of Structural and Construction Engineering (Transactions of AIJ) 80, no. 707 (2015): 147–55. http://dx.doi.org/10.3130/aijs.80.147.

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48

KOZONO, Sho, Masatoshi SHIMODA, and Yang LIU. "3304 Shape Optimization of Shear Panel Damper." Proceedings of Design & Systems Conference 2014.24 (2014): _3304–1_—_3304–6_. http://dx.doi.org/10.1299/jsmedsd.2014.24._3304-1_.

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49

Ore, E., and D. Durban. "Elastoplastic Buckling of Annular Plates in Pure Shear." Journal of Applied Mechanics 56, no. 3 (September 1, 1989): 644–51. http://dx.doi.org/10.1115/1.3176141.

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A linear buckling analysis is presented for annular elastoplastic plates under shear loads. The standard plate buckling equations are used in conjunction with the small strain J2 flow and deformation theories of plasticity. The main numerical finding is that deformation theory predicts critical loads which are considerably below the predictions obtained with the flow theory. Furthermore, comparison with experimental data for different metals shows a good agreement with the deformation theory results over a wide range of geometries. The limiting buckling problem of a long narrow panel under shear stresses is treated separately. This problem admits an exact solution and it is shown that the critical loads for the panel are approached asymtotically by the annular plate results. Contact is made with earlier studies on the buckling of elastic-orthotropic and elastoplastic shear panels.

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50

Hamdani, Budi, Iman Satyarno, and Henricus Priyosulistyo. "KAPASITAS PANEL RUMAH INSTAN SEHAT BAJA RINGAN (RISBARI)." Wahana Teknik Sipil: Jurnal Pengembangan Teknik Sipil 26, no. 2 (December 1, 2021): 235. http://dx.doi.org/10.32497/wahanats.v26i2.3136.

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Indonesia has a very high earthquake potential. Disaster risk reduction requires the construction of earthquake-resistant housing. Rumah Instan Sehat Baja Ringan (RISBARI) is one of the proposals. There was no research on RISBARI building for the structural cyclic analysis, so it is necessary to assess the capacity of the structure. Cyclic experiment testing at panel RISBARI is required to find out the capacity and structural damage behavior. The experimental test was compared with the analytical analysis. Tests were on strap braced systems and shear wall systems panels. The peak capacity of the strap braced system panel on experimental testing is 2.75 kN and 2.94 kN under the analytical capacity of 7,314 kN. The panel collapsed at a drift of 2.46% (73 mm), under the drift limit of 5.5% (165 mm). The peak capacity of the shear wall panel on experimental testing is 8.77 kN and 8.16 kN under the analytical capacity of 13,354 kN. The panels collapsed at a drift of 3.4% (103 mm) is greater than the drift limit of 3% (90 mm). Damage type tearing of flanges and web determines panel capacity than other types of damage. The capacity of the panel immediately drops after the damage occurs.

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