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Copyright of Journal of Harbin Institute of Technology. Social Sciences Edition / Haerbin Gongye Daxue Xuebao. Shehui Kexue Ban is the property of Harbin Institute of Technology and its content may not be copied or emailed to multiple sites or posted to a listserv without the copyright holder's express written permission. However, users may print, download, or email articles for individual use. This abstract may be abridged. No warranty is given about the accuracy of the copy. Users should refer to the original published version of the material for the full abstract. (Copyright applies to all Abstracts.)

The ultimate performance and deformability of frames composed of H-shaped non-plastic sectional steel members (NP member) were investigated. Firstly, the failure mechanism, resistance, deformability and energy dissipation capacity of NP members were summarized through experimental studies, which indicate that NP members can be employed as energy dissipation components in seismic areas despite their limited ductility. Subsequently, a concept named 'buckling hinge' reflecting the features of NP members along with the requirements for realizing buckling hinges were put forward. Furthermore, by adopting the buckling hinge model, non-linear performance of NP frames was numerically simulated. It is found that with the redistribution process of internal forces, certain degree of stable deformability of statically indeterminate NP frames can be expected even though the individual NP member possesses limited ductility. Finally, based on the ultimate failure mechanism model of steel frames and buckling hinge model of NP members, the ultimate resistance of low rise frames can be predicted through ultimate analysis method with satisfactory accuracy, which was verified by two series of frame tests. [ABSTRACT FROM AUTHOR]

It is very important for the design of composite columns to accurately evaluate the maximum depth-to-thickness ratio for which local buckling can be ignored and to determine the actual bearing capacities of slender columns which are influenced by local instabilities. This paper studied the behavior of bare steel tube and steel tube filled with concrete subjected to axial load. A total of 24 specimens were tested. The main parameter is breadth-to-thickness ratio, which varies from 50 to 125. Also, the finite element software Abaqus was applied to analyze the behavior of hollow steel tube filled with concrete, whose accuracy were validated by comparing with the corresponding experimental results. The results showed that the concrete in the steel tube can increase the buckling beating capacity evidently with the increase of breadth-to-thickness ratio. [ABSTRACT FROM AUTHOR]

The buckling of structures, which is aroused by temperature, is discussed as the primary problem. The circular plate is as one of basal structures and its thermal buckling is studied with a new method. For researching, a Hamiltonian system is presented for the thermal buckling of elastic circular plates. In the symplectic system, critical temperatures and buckling modes are corresponding to eigenvalues and eigenvectors, namely, every symplectic eigenvalue and eigenvector correspond to a critical temperature and the respective buckling mode. In the symplectic method, the axisymmetric and non-axisymmetric buckling modes can be obtained directly. Since the eigen solution space is complete, all critical temperatures and corresponding buckling modes are able to be obtained. Numerical results show the characteristics of critical temperatures and buckling modes. The symplectic method provides a way for solving other problems. [ABSTRACT FROM AUTHOR]

In order to study how each potential energy in total potential energy equation influences the value of coefficients in the general formula of critical moment Mcr, the general formula of Mcr and the formula of its coefficients were derived based on three typical total potential energy equations respectively, and the relationship between each potential energy and the coefficients was pointed out. Based on the series of formulas derived in this paper, the values of the coefficients for a simply supported steel beam without lateral support were calculated, and the defects of overall stability factor φb in current national standards GB 50018--2002 and GB 50017--2003 were analyzed. The conclusions show that except for nonlinear nomml strain energy and nonlinear shear strain energy, the value of coefficient C1 is influenced by Saint-Venant torsional strain energy and the value of coefficient C2 is influenced by potential energy of loads. However the potential energy which influences the value of coefficient C3 is varied from different total potential energy equations. The design formula of overall stability factor φb in current national standards GB 50018--2002 and GB 50017--2003 should be in unified form and the value of coefficient C3 should also be unified. [ABSTRACT FROM AUTHOR]

Copyright of Acta Materiae Compositae Sinica is the property of Acta Materiea Compositae Sinica Editorial Department and its content may not be copied or emailed to multiple sites or posted to a listserv without the copyright holder's express written permission. However, users may print, download, or email articles for individual use. This abstract may be abridged. No warranty is given about the accuracy of the copy. Users should refer to the original published version of the material for the full abstract. (Copyright applies to all Abstracts.)

In order to study the effect of damage caused by local buckling on the seismic behavior of steel frames under severe earthquakes, beam element model and fine shell element model were respectively established by ABAQUS. The differences caused by damage of two models were compared. Shell element model was proved correct and applicable comparing with typical quasi-static tests, which was considered to accurately describe the degraded behavior. Base on this confirmation, beam element model and shell element model were performed for quasi-static and nonlinear time history analysis. The characteristics of structural deformation, hysteresis energy and failure modes were compared. The results show that: before the occurrence of damage and degradation, seismic indices calculated by the two models are in accordance. However, once local buckling causes damage, the results of the two models are remarkably different. Beam element model underestimated the structural deformation and plasticity development level. [ABSTRACT FROM AUTHOR]

Weld-induced geometric distortion of plate between the stiffeners of friction stir welded (FSW) stiffened panel is idealized. The plate distortion magnitude is defined according to the statistical data from Paik's analysis results. By the use of finite element method (FEM), the stability performance of FSW stiffened panel subjected to longitudinal compression is calculated and the effects of plate distortion shapes and boundary conditions on the stability performance of the structure are analyzed. Calculation results show that, in general, the plate geometric distortion presented in this work increases the critical buckling load but reduces the ultimate strength of the structure. The plate distortion shape affects the buckling mode and buckling load as well as the ultimate strength of the structure. [ABSTRACT FROM AUTHOR]

Hot rolled angles are classified into two categories: equal-leg and unequal-leg. Owing to the difference in cross sectional symmetry, these two kinds of angles, when subjected to axial compression, behave differently. Whether the flexural buckling about the minor axis or the flexural-torsional buckling about the major axis predominates in the inelastic range for equal-leg angle struts is a controversial issue. Analysis in this regard ascertains that, in the inelastic as well as in the elastic range, angles fail by flexural buckling. But for angles of high-strength steel, with large width- thickness ratios, it is necessary to take into account the effect of leg local buckling. Unequal-leg angles always fail by flexural-torsional buckling. The calculation of the critical load of these members is rather complicated. Through analytical calculations, an equivalent slenderness ratio is derived to transform the problem into a flexural buckling one. This approach applies to both elastic and inelastic ranges. Comparison with available test data shows that suggested approaches for the equal-leg and unequal-leg angles are both qualified for design use. [ABSTRACT FROM AUTHOR]

The in-plane and out-of-plane global stability of tower crane's tapered luffing jib was analyzed, which consists of tapered and uniform segments. From the governing differential equation for buckling of a multi-step column, the formula for solving the exact Euler critical force of global stability was obtained with the transfer matrix method. The tapered column was simulated by multi-step columns, and then the non-uniform structure with tapered and uniform segments was generalized into multi-step columns for buckling analysis. The results in the present paper are compared with some classical and ANSYS results. It shows that the proposed method provides higher computation accuracy. When using the multi-step column of 6 sections with the same length to simulate the tapered column, the error of Euler critical force is less than 0.5%. [ABSTRACT FROM AUTHOR]

Copyright of Acta Materiae Compositae Sinica is the property of Acta Materiea Compositae Sinica Editorial Department and its content may not be copied or emailed to multiple sites or posted to a listserv without the copyright holder's express written permission. However, users may print, download, or email articles for individual use. This abstract may be abridged. No warranty is given about the accuracy of the copy. Users should refer to the original published version of the material for the full abstract. (Copyright applies to all Abstracts.)

In this paper, we investigated influence of related factors of fabric-forming on weaving shrinkage of woven fabric. PTT filament was selected as the warp and weft. Fabric weave, fabric density, weaving warp tension and combination of filament were used as change factors. Establishing sample scheme, preparing the testing sample fabric, shrinkage was obtained by using disassembling method to measure the actual length of the yarn with fixed-length. The results showed that under the condition of different fabric weaves, differences of buckled states of the yarn were the main factors influencing weaving shrinkage; weaving shrinkage of the other system increased significantly at first then became gentle as the fabric density rised; the shrinkage descended while weaving warp tension ascended; different combinations of filament also had effect on the weaving shrinkage. [ABSTRACT FROM AUTHOR]

This paper deals with nonlinear free vibration of thermally postbuckled FGM plates. Temperature-dependent material properties are taken into account. The formulations are based on Reddy's higher order shear deformation plate theory and general von Kármán-type equation. The numerical illustrations concern vibration characteristics of thermally postbuckled FGM plates subjected to uniform temperature rise. Two types of FGM plates are considered and the effects of volume fraction index are studied. [ABSTRACT FROM AUTHOR]

Copyright of Journal of Beijing University of Technology is the property of Journal of Beijing University of Technology, Editorial Department and its content may not be copied or emailed to multiple sites or posted to a listserv without the copyright holder's express written permission. However, users may print, download, or email articles for individual use. This abstract may be abridged. No warranty is given about the accuracy of the copy. Users should refer to the original published version of the material for the full abstract. (Copyright applies to all Abstracts.)

Copyright of Journal of Heilongjiang University of Science & Technology is the property of Journal of Heilongjiang University of Science & Technology Editorial Department and its content may not be copied or emailed to multiple sites or posted to a listserv without the copyright holder's express written permission. However, users may print, download, or email articles for individual use. This abstract may be abridged. No warranty is given about the accuracy of the copy. Users should refer to the original published version of the material for the full abstract. (Copyright applies to all Abstracts.)

Throughout the whole design process of the Shenzhen Bao'an Stadium, this paper presents a research into the major difficulties encountered during different stages of design. In the phase of conceptual design, comparison was made among 3 schemes from perspectives including architectural appearance, functionality, structural behavior and construction difficulties, etc. In the phase of scheme verification, both theoretical analysis and a 1:10 scale model test were conducted in order to observe the static and dynamic performance of the structure. In the phase of detailed design, descriptions of several typical joints were presented and the basic principles for joint design of cable-membrane structures were summarized. The above research shows that for the Bao'an stadium, the spoke structure with circular inner and outer cable rings is the best choice. And A-shape column fits the spoke structure best, for its ability to provide sufficient lateral stiffness while making no constraint to the outer ring in radial direction. Research also shows, the 1st buckling mode of the outer ring is in the form of buckling with cable trusses as fulcrums. [ABSTRACT FROM AUTHOR]

Copyright of Acta Materiae Compositae Sinica is the property of Acta Materiea Compositae Sinica Editorial Department and its content may not be copied or emailed to multiple sites or posted to a listserv without the copyright holder's express written permission. However, users may print, download, or email articles for individual use. This abstract may be abridged. No warranty is given about the accuracy of the copy. Users should refer to the original published version of the material for the full abstract. (Copyright applies to all Abstracts.)

Based on the mixed control quasi-static test on eight CFST columns subjected to combined compression, flexure and torsion, the mechanical behavior of CFST columns with various section types, bending moment-torsional moment ratios and axial load was studied. The test results show that the hysteretic curves of CFST columns under combined compression, flexure and torsion are plump due to the good seismic behavior and the ductility is also good. But for rectangular CFST columns with high bending moment-torsional moment ratios, the strength degradation can be observed due to the local buckling of the steel plate at the bottom. The torsion capacity of CFST columns can be reduced by the bending moment. The plane section assumption of axial strain of CFST columns can be satisfied. The shear strain has good linear relationship with the rotation angle of the section when CFST columns are subjected to combined compression, flexure and torsion. Based on the test results and literatures available, the mechanism of CFST columns is analyzed in details. The research foundation is established for the development of beam-column element of CFST columns considering torsional effects. [ABSTRACT FROM AUTHOR]

Copyright of China Sciencepaper is the property of China Sciencepaper and its content may not be copied or emailed to multiple sites or posted to a listserv without the copyright holder's express written permission. However, users may print, download, or email articles for individual use. This abstract may be abridged. No warranty is given about the accuracy of the copy. Users should refer to the original published version of the material for the full abstract. (Copyright applies to all Abstracts.)

By setting stiffening belts, the lateral stiffness of the steel tube of square section CFST columns is effectively improved, the resistance capacity of the local buckling of the steel tube is enhanced, and then the bearing capacity and the ductility of the columns are improved. The axial compression experiments of the ordinary square section and the stiffened square section CFST short colunms were carried out. The characteristics of the failure, deformation, bearing capacity, strain of the steel tube of the columns were analyzed. The experimental results show that by setting the stiffening belts the confinement effects of the steel tube to core concrete become stronger and more uniform and the local buckling mode of the steel tube are changed. The axial compression bearing capacity and deformation capacity of the columns are significantly increased. The calculating method is put forward for the axial compression bearing capacity according to the mechanical analysis of the stiffened section square CFST short columns. The calculating results are in good agreement with the experimental results. [ABSTRACT FROM AUTHOR]

Copyright of Acta Materiae Compositae Sinica is the property of Acta Materiea Compositae Sinica Editorial Department and its content may not be copied or emailed to multiple sites or posted to a listserv without the copyright holder's express written permission. However, users may print, download, or email articles for individual use. This abstract may be abridged. No warranty is given about the accuracy of the copy. Users should refer to the original published version of the material for the full abstract. (Copyright applies to all Abstracts.)

Copyright of Journal of Synthetic Crystals is the property of Journal of Synthetic Crystals Editorial Office and its content may not be copied or emailed to multiple sites or posted to a listserv without the copyright holder's express written permission. However, users may print, download, or email articles for individual use. This abstract may be abridged. No warranty is given about the accuracy of the copy. Users should refer to the original published version of the material for the full abstract. (Copyright applies to all Abstracts.)

Copyright of Acta Materiae Compositae Sinica is the property of Acta Materiea Compositae Sinica Editorial Department and its content may not be copied or emailed to multiple sites or posted to a listserv without the copyright holder's express written permission. However, users may print, download, or email articles for individual use. This abstract may be abridged. No warranty is given about the accuracy of the copy. Users should refer to the original published version of the material for the full abstract. (Copyright applies to all Abstracts.)

In order to study the temperature distribution and mechanical characteristics of concrete filled steel tube reinforced concrete (CFSTRC) columns subjected to fire, four CFSTRC specimens subjected to ISO-834 standard fire were tested to investigate their temperature distribution, fire resistance, deformations and failure mechanism. Then, a finite element analysis model using ABAQUS software was established to simulate the temperature field and mechanisms of CFSTRC columns. The results calculated by the theoretical model were compared with testing results, and a good agreement was found. On the basis of that, the factors affecting the fire resistance of CFST columns were studied. This results indicate that the concrete outside the steel tube is a natural insulation to steel tube and inner concrete, what makes the loss of bearing capacity of inner concrete be less; due to the interaction of various constituent parts of CFSTRC columns, the inner concrete is protected, and no local buckling occurs in steel tube; the columns show good integrity even when the columns fail; axial load level, sectional dimension, sectional core area ratio and slenderness ratio are the main parameters influencing the fire resistance of CFSTRC columns. Based on these parameters, simplified formulas of fire resistance were put forward, and calculated results by the formulas showed well agreement with both theoretical model results and testing results. The achievements can be referred to the fire resistance design of practical engineering where CFSTRC columns are used. [ABSTRACT FROM AUTHOR]

To overcome the brittleness matrix of concrete essentially and improve the seismic behavior and damage tolerance capacity of concrete shear walls, a set of six fiber reinforced concrete (FRC) shear walls specimens was designed by substituting of normal concrete with FRC with tensile strain-hardening behavior as matrix in deformation-critical locations of reinforced concrete (RC) shear wall. Considering the aspects of compression buckling and tensile stress concentration of longitudinal reinforcement of shear wall under high axial load, an approach was developed to enhance the stability and deformation capacity of structural steel reinforcement by means of steel sleeves that were placed onto the reinforcing bars in the potential plastic region. The failure phenomenon, mechanisms and hysteretic property for the walls were investigated by the quasi-static cyclic tests of the cantilever shear wall units, and the main factors of influencing deformation capacity and energy dissipation capacity in terms of the axial load ratio, height of FRC zone, strength of longitudinal reinforcement and length of steel sleeves were discussed. Results indicate that the proposed FRC shear walls have excellent damage tolerance and deformation capacity as compared with conventional RC specimens, and increasing strength and ductility of longitudinal reinforcement and using steel sleeves can lead to improved seismic behavior and energy dissipation capacity. [ABSTRACT FROM AUTHOR]

In this paper, seismic behavior of the shear link "fuse" used in the steel coupling beam was examined through quasi-static tests on twelve link specimens. The test variables included the steel type for web, link length ratio, stiffener configuration, and loading protocol. All link specimens yielded in shear, followed by two types of failure modes, i. e., link web fracture and fracture at the weld connecting link flange to end plate. The overstrength factors of the link specimens reached approximately 1.86, higher than a value of 1.5 recommended by Popov et al. The specimens had an inelastic rotation of approximately 0. 15 rad, much larger than 0. 08 rad required by the AISC 341-10 provisions. Using the low yield steel LY225 instead of Q235 steel for web increased the inelastic rotation of the links by 23% and the cumulative plastic rotation by 52%. Setting stiffeners on one side of the web only or on both sides of webs made very limited difference on the behavior of the links. Increase of the stiffener spacing led to early-stage web buckling and obvious strength degradation. The low-yield steel links are thus recommended to follow the requirements of stiffener details specified by AISC 341-10 and GB 50011-2010. The axial displacement that occurred during the specimens were subjected to cyclic shears included the geometrical displacement and inelastic axial deformation induced by shears. The inelastic axial deformation was found to be proportional to the cumulative plastic rotation of the links. [ABSTRACT FROM AUTHOR]

Copyright of Acta Materiae Compositae Sinica is the property of Acta Materiea Compositae Sinica Editorial Department and its content may not be copied or emailed to multiple sites or posted to a listserv without the copyright holder's express written permission. However, users may print, download, or email articles for individual use. This abstract may be abridged. No warranty is given about the accuracy of the copy. Users should refer to the original published version of the material for the full abstract. (Copyright applies to all Abstracts.)

Learned from the vertical stiffener joint of square concrete filled steel tube (CFST) column, one new connection between composite CFST column and H-shaped steel beam was studied by test. This connection consists of vertical stiffeners connecting the beam flange to the column flange, meanwhile anchorage plate is groove welded on inner steel tube, coming through the outer steel tube, and welded and bolted connected with the steel beam web. Seven joint specimens were tested under cyclic loads to investigate the seismic behavior of composite connections. Based on the experiments, the failure process and feature of each specimen were described and hysteretic loops, load-carrying capacity, ductility, stiffness degradation, strength degradation and energy dissipation capacity, etc., were studied. The results show that failure modes of the tested specimens are basically the same : steel of the horizontal end plate yields first and plastic hinges form afterwards; the connections with ribbed anchorage plate can reach a higher load-bearing and deformation capacity than the connections without ribs; the extension of the vertical stiffener can improve the initial stiffness of the joint, and it is also effective in moving the buckling zone away from the joint zone. The hysteretic characteristics of the connections is stable and the energy dissipation capacity, strength and ductility are sufficient. In the whole loading process, the stiffness degradation is obvious and bearing capacity degradation is slow, so the seismic performance of the proposed new type of connection is adequate to be applied in seismic areas. [ABSTRACT FROM AUTHOR]

A furnace was designed to study the fire behavior of the floor in a full-scale steel-framed structure. This paper presents the design of the furnace, the measurement method of temperature and deflection. The experimental phenomena as well as the failure characteristic of floor, steel beams and the connections were briefly discussed. The temperature distribution of the structural elements was analyzed in detail, together with their displacements. The test results were also compared with other testing results. The results indicate that the furnace temperature is basically even, the average furnace temperature at the shut-off time is about 780 °C. For the concrete slab, there is larger temperature gradient during the heating stage and temperature lag phenomenon for the cooling phase. For the steel beam, there is large temperature gradient between the top and bottom flanges at the early stage, and the temperature is consistent later. It is observed that the top crack pattern of the heated panel is dependent on its boundary condition, and that of the unheated panel is dependent on the number and position of the heated panels. Due to the arc action of the heated composite beams, the mid-span deflection of each heated panel has a plateau. Owing to the constraint provided by other structural elements, the steel beam has better fire-resistant performance. Unlike the high-strength joint, the mixed joint prevents the steel beam from local buckling. [ABSTRACT FROM AUTHOR]

In order to study the behavior of cold-formed stainless steel hollow section columns, a total number of 43 stainless steel columns of Grade 304, including square hollow section, rectangular hollow section and circular hollow section, were tested under axial compression. The material properties and the ultimate strength of the specimens were obtained from the tests. The effects of the slenderness and the width-thickness ratio ( diameter-thickness ratio) of the specimens on the failure mode and deformation capacity were analyzed. The results indicate that the width to thickness ratio has considerable effect on the above mentioned behaviors. Test results were then compared with the predictions of GB 50018--2002, Technical code for cold formed thin-wall steel structures of China and the Eurocode 3 : part I. 4, American code for cold formed stainless steel members, and design method proposed by Rasmussen. Comparisons show that for circular members, the predictions of Eurocode, American code and the design code for low carbon steel structure of China are higher than the test strengths, while the methods proposed by Rasmussen could provide accurate results; for square and rectangular members, similar results are obtained using these methods: the test strengths of stub columns are higher than these prediction, while for slender members, these predictions are in good agreement with the test results. Currently, the method in design code for low carbon steel structure of China could not be used to predict the buckling strength of stainless steel column. [ABSTRACT FROM AUTHOR]

Seismic tests were carried out on the outrigger truss and its connections with mega column and core tube of the Shanghai Tower following the previous monotonic experiments. Three different loading protocols were designed to investigate the effects of various damage accumulation processes on the hysteretic and energy dissipation behaviors of the specimens. Experimental results show that all the specimens fail due to excessive plastic deformation and inelastic local buckling of the web member, as well as fracture at the low chord, while the connecting elements of the outrigger to main structural members develop small plastic strains. The specimens exhibit full hysteretic loops and good ductility. So designed outrigger truss and its connection can meet the requirements for seismic design. The analysis reveals that the damage cumulated under different loading protocols has certain but not very significant effect on the degradation of seismic performance of specimens. About 70% of the energy dissipation in the form of cumulated axial force energy is in the diagonal web member, making it the main energy dissipation member in the outrigger truss. [ABSTRACT FROM AUTHOR]

Quasi-static tests on four full-scale unstiffened overlapped CHS K-joints specimens with welded and non-welded hidden welds were conducted under low cycle load to study the behavior of unstiffened overlapped CHS K-joints of truss structure of steel pipe. The deformation characteristics, failure mode and energy dissipation were investigated. The hysteretic loops, skeleton curves, bearing capacity, ductility and energy dissipation were obtained. Test results indicate that the bearing capacity of unstiffened overlapped CHS K-joints is affected with welded and non-welded hidden welds, however, the hysteretic behavior of the joints is not very significantly affected. The typical failure mode is the local buckling of bracing member and the connecting weld damage between the braces and the chord member. Hysteretic property of the joints in which the hidden weld is non-welded is much better than that of the joints with welded hidden weld. The hidden weld that is non-welded deforms 1. 1-1.2 times more than the welded hidden weld. [ABSTRACT FROM AUTHOR]

Tests of fifteen square thin-walled steel tubular columns filled with demolished concrete blocks (DCBs) under constant axial load and cyclic lateral load were conducted, and influences of some parameters ( i. e. , replacement ratio of demolished concrete, thickness of steel tube, and axial load ratio) on the seismic behavior of the specimens were investigated. Based on the concept of combined strength of the new and old concrete, and using the domestic and foreign design codes for concrete filled steel tubular structures and the fiber beam element model based on ABAQUS, the lateral load bearing capacities of the specimens were calculated and compared with the test results. It can be seen that the influences of replacement ratio of demolished concrete within a range of 0 ~ 40% on the specimens' initial lateral stiffness, local buckling of steel tube, destructive deformation, behavior at negative stiffness stage, equivalent viscous damping coefficient, and shape of hysteretic curve are limited. But the lateral load bearing capacity of a specimen filled with DCBs is less than that without DCBs on the whole. With an increasing of the thickness of steel tube within a range of 1.78 mm ~ 5.50 mm, larger deformation capacity is not observed for the specimens. In the case that the thickness of steel tube is only 1.78 mm (i. e. , width-to-thickness ratio 168.5) , the destructive deformation ratio of a specimen filled with DCBs with an axial load ratio of 0. 4 reaches 1/35, meeting the requirement of interstory drift ratio specified in current seismic design code. Using 5 current design codes, the safety margin of the calculated lateral load bearing capacities for square thin-walled steel tubular columns filled with DCBs is similar to that without DCBs. In the case that the sectional area and the steel ratio are unchanged, seismic properties of square thin-walled steel tubular columns filled with DCBs are better than those of reinforced concrete columns. It is applicable to use square thin-walled steel tubular columns filled with DCBs in low-and medium-axial load ratio conditions. [ABSTRACT FROM AUTHOR]

Based on the high-order deformation theory, the in-plane stiffness and bending stiffness of both surface layer and core layer of the sandwich plate were considered to derive the transverse shearing stiffnesses of all the layers. The transverse stress function was given according to the transverse strain distribution, and the differential equations for the sandwich plate were deduced with the generalized principle of virtual displacement. The bending deformation of simply supported rectangular sandwich plates with different core-to-surface thickness ratios were detailedly studied under transverse loading, and the calculation results were compared with those from the 1st-order deformation theory to give a bigger relative deformation difference at a smaller thickness ratio. The distribution of transverse strain along the thickness direction makes a half sine curve, and the center-plane normal line distortion culminates at the surface height. [ABSTRACT FROM AUTHOR]