Academic literature on the topic 'Buckling; Column collapse'
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Journal articles on the topic "Buckling; Column collapse"
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Essa, Hesham S., and D. J. Laurie Kennedy. "Station Square revisited: distortional buckling collapse." Canadian Journal of Civil Engineering 21, no. 3 (1994): 377–81. http://dx.doi.org/10.1139/l94-040.
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After failure of the roof of the new Save-on-Foods store at the Station Square development in Burnaby, British Columbia, Canada, the government of British Columbia established a commissioner inquiry to investigate the causes of collapse. Collapse was attributed to an undersized W610 × 113 beam in the cantilever-suspended span arrangement and inadequate buckling resistance of the beam-column assembly. The analysis of the lateral-torsional buckling resistance of the collapsed beam in the commissioner's report did not take into account two counteracting effects: the detrimental effect of the load applied above the shear centre and the beneficial effect of the lateral and torsional restraints provided by the open-web steel joists to the collapsed beam. A distortional buckling finite element program is used herein to determine the moment resistance at buckling of the collapsed beam. This program takes into account web distortion, height of load application, inelastic behaviour, and actual restraint conditions. The moment resistance so obtained is in good agreement with the moment applied to the beam at failure. Further analyses show that even with improved restraint details at the critical beam-column location, the beam was inadequate to support the factored loads. A W610 × 195 or even a W610 × 174 beam could be considered adequate. Key words: steel beams, Station Square, lateral-torsional buckling, cantilever-suspended span, web distortion, restraints.
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Zhang, He, Kai Wu, Chao Xu, Lijian Ren, and Feng Chen. "Buckling Analysis and Section Optimum for Square Thin-Wall CFST Columns Sealed by Self-Tapping Screws." Advances in Civil Engineering 2019 (January 15, 2019): 1–14. http://dx.doi.org/10.1155/2019/2658757.
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Two columns of thin-walled concrete-filled steel tubes (CFSTs), in which tube seams are connected by self-tapping screws, are axial compression tested and FEM simulated; the influence of local buckling on the column compression bearing capacity is discussed. Failure modes of square thin-wall CFST columns are, first, steel tube plate buckling and then the collapse of steel and concrete in some corner edge areas. Interaction between concrete and steel makes the column continue to withstand higher forces after buckling appears. A large deflection analysis for tube elastic buckling reflects that equivalent uniform stress of the steel plate in the buckling area can reach yield stress and that steel can supply enough designing stress. Aiming at failure modes of square thin-walled CFST columns, a B-type section is proposed as an improvement scheme. Comparing the analysis results, the B-type section can address both the problems of corner collapse and steel plate buckling. This new type section can better make full use of the stress of the concrete material and the steel material; this type section can also increase the compression bearing capacity of the column.
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Johnson, C. G., U. Jain, A. L. Hazel, D. Pihler-Puzović, and T. Mullin. "On the buckling of an elastic holey column." Proceedings of the Royal Society A: Mathematical, Physical and Engineering Sciences 473, no. 2207 (2017): 20170477. http://dx.doi.org/10.1098/rspa.2017.0477.
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We report the results of a numerical and theoretical study of buckling in elastic columns containing a line of holes. Buckling is a common failure mode of elastic columns under compression, found over scales ranging from metres in buildings and aircraft to tens of nanometers in DNA. This failure usually occurs through lateral buckling, described for slender columns by Euler’s theory. When the column is perforated with a regular line of holes, a new buckling mode arises, in which adjacent holes collapse in orthogonal directions. In this paper, we firstly elucidate how this alternate hole buckling mode coexists and interacts with classical Euler buckling modes, using finite-element numerical calculations with bifurcation tracking. We show how the preferred buckling mode is selected by the geometry, and discuss the roles of localized (hole-scale) and global (column-scale) buckling. Secondly, we develop a novel predictive model for the buckling of columns perforated with large holes. This model is derived without arbitrary fitting parameters, and quantitatively predicts the critical strain for buckling. We extend the model to sheets perforated with a regular array of circular holes and use it to provide quantitative predictions of their buckling.
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Weng, Jian, Kang Hai Tan, and Chi King Lee. "Identifying Buckling Resistance of Reinforced Concrete Columns During Inelastic Deformation." International Journal of Structural Stability and Dynamics 20, no. 03 (2020): 2050029. http://dx.doi.org/10.1142/s0219455420500297.
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A simple solution method to identify buckling resistance of reinforced concrete (RC) columns during inelastic deformation is presented. Unlike conventional buckling solution methods, this proposed method predicts inelastic buckling loads of RC columns by directly solving the equilibrium differential equation under buckling. The method considers specific deflection configuration, end restraint conditions and inelastic material properties of the deformed column. In order to evaluate the reliability and accuracy of the proposed method, the results obtained from the purposed method are compared with the test results of eccentrically loaded RC columns. In addition, by using the proposed solution procedure, a parametric study is conducted to investigate the effects of critical RC column design parameters on column buckling behavior and resistance, including slenderness ratio, concrete strength, as well as longitudinal reinforcement and stirrup ratios. The results of the parametric study show that the proposed method is rational and can be adopted to effectively identify buckling resistance of RC columns subjected to inelastic damage, especially when load redistributions have occurred in the structure during progressive collapse.
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Turvey, G. J., and Y. Zhang. "Local Buckling of Axially Compressed, Pultruded GRP, WF-Section, Short Columns - Comparison of Experimental and FE Analysis Buckling Loads." Applied Mechanics and Materials 1-2 (September 2004): 87–92. http://dx.doi.org/10.4028/www.scientific.net/amm.1-2.87.
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The results of axial compression tests carried out on four pultruded GRP (Glass Reinforced Plastic) WF (Wide Flange) short columns are presented. The longitudinal elastic modulus, buckling loads and collapse loads have been obtained. The experimental buckling loads have been evaluated from the load versus end shortening (axial displacement) relationship and Southwell plots of deflection and bending strain test data. FE (Finite Element) buckling analyses of the short column buckling tests have also been carried out. It is shown that a two-dimensional model is able to predict local buckling modes accurately and buckling loads reasonably accurately.
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Czechowski, Leszek, Adrian Gliszczyński, and Nina Wiącek. "The Collapse of Titanium C-Column due to Thermal Compression." Materials 13, no. 18 (2020): 4193. http://dx.doi.org/10.3390/ma13184193.
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The analysis of structures under higher temperature is important for predicting the ultimate strength of a structure. Therefore, many experimental tests on samples should be undertaken to observe their behaviour and to determine ultimate load. The present work includes the study on a thin-walled C-column made of titanium compressed in an elevated temperature. The phenomenon of buckling and the post-buckling state of columns were investigated during heating or compressing in higher temperature. The tests of compression were conducted for several temperature increments by assuming the same preload to determine the load-carrying capacity. The deformations of columns until total damage were measured by using the non-contact Digital Image Correlation Aramis® System (DICAS). The numerical calculations based on the finite element method (FEM) were performed to validate the empirical results. The full characteristics of one-directional tension tests were taken into account in order for them to be constant or dependent on the temperature change. Numerical computations were conducted by employing Green–Lagrange equations for large deflections and strains. Based on our own experiment, the thermal property of titanium as a linear expansion coefficient was stable up to 300 °C in contrast to its mechanical properties. The paper shows the influence of varying material properties as a function of temperature on the behaviour and load-carrying capacity of columns. These aspects cause thin-walled columns made of titanium to endure, in elevated temperatures, significantly smaller maximum loads. Moreover, the critical buckling loads for several types of stiff supports were compared to the maximum loads of columns. The results obtained indicate that the temperature rise in columns by 175 K with regard to ambient temperature brings about the decrease of the maximum load by a half.
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Sui, Qianqian, Changliang Lai, and Hualin Fan. "Buckling analyses of double-shell octagonal lattice truss composite structures." Journal of Composite Materials 52, no. 9 (2017): 1227–37. http://dx.doi.org/10.1177/0021998317723446.
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To reveal the compression failure modes of one-dimensional hierarchical double-shell octagonal lattice truss composite structures (DLTCSs), finite element modeling and equivalent continuum models were developed. DLTCS has three typical failure modes: (a) fracture of the strut, (b) global buckling, and (c) local buckling. Failure mode maps were constructed. It is found that column of long enough length will collapse at global buckling. When the column length decreases, the failure mode will turn to local buckling and strut fracture successively. Bay length greatly influences the buckling mode. Longer bay length could change the buckling mode from global buckling to local buckling. Compared with single-shell lattice truss composite structure, DLTCS has advantage in load carrying when the column fails at strut fracture or global buckling, while local buckling tolerance of DLTCS is smaller.
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Cui, Yao, Fengzhi Wang, and Satoshi Yamada. "Effect of Column Base Behavior on Seismic Performance of Multi-Story Steel Moment Resisting Frames." International Journal of Structural Stability and Dynamics 19, no. 01 (2018): 1940007. http://dx.doi.org/10.1142/s0219455419400078.
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Column base is one of the most important elements of steel structures. Exposed column base is commonly used in low-to-medium-rise steel moment resisting frames because of better constructability and low cost. To study the effect of exposed column base behavior on the seismic behavior of low-to-medium-rise steel moment resisting frames, a four-story, four-bay steel moment frame is studied by the nonlinear time history analysis. In the numerical analysis, two types of column base connections (rigid and semi-rigid) are considered. The width–thickness ratio of column and stiffness ratio of column base to column are chosen as the analysis parameters. The characteristics of structural responses, hysteresis loops, and the distribution of plastic energy dissipation are compared. It indicates that the collapse margin ratio is significantly increased when the exposed column base behavior is considered for the moment resisting frames with large width–thickness ratio. Moreover, if the column base connection is allowed to rotate and transfer a portion of the moment, the demand of plastic deformation capacity of steel columns is reduced, then subsequently strength deterioration caused by the local buckling at the bottom of column could be avoided. Also, the whole structure has a better ductility, the ability of plastic deformation and energy absorbance of the moment resisting frame under earthquake are therefore enhanced. The structure with the semi-rigid column base connection has larger potential to avoid the structural collapse caused by the local buckling of first-story columns.
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Goel, Manmohan Dass, Chiara Bedon, Adesh Singh, Ashish Premkishor Khatri, and Laxmikant Madanmanohar Gupta. "An Abridged Review of Buckling Analysis of Compression Members in Construction." Buildings 11, no. 5 (2021): 211. http://dx.doi.org/10.3390/buildings11050211.
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The column buckling problem was first investigated by Leonhard Euler in 1757. Since then, numerous efforts have been made to enhance the buckling capacity of slender columns, because of their importance in structural, mechanical, aeronautical, biomedical, and several other engineering fields. Buckling analysis has become a critical aspect, especially in the safety engineering design since, at the time of failure, the actual stress at the point of failure is significantly lower than the material capability to withstand the imposed loads. With the recent advancement in materials and composites, the load-carrying capacity of columns has been remarkably increased, without any significant increase in their size, thus resulting in even more slender compressive members that can be susceptible to buckling collapse. Thus, nonuniformity in columns can be achieved in two ways—either by varying the material properties or by varying the cross section (i.e., shape and size). Both these methods are preferred because they actually inherited the advantage of the reduction in the dead load of the column. Hence, an attempt is made herein to present an abridged review on the buckling analysis of the columns with major emphasis on the buckling of nonuniform and functionally graded columns. Moreover, the paper provides a concise discussion on references that could be helpful for researchers and designers to understand and address the relevant buckling parameters.
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Enss, G. C., R. Platz, and H. Hanselka. "Uncertainty in Loading and Control of an Active Column Critical to Buckling." Shock and Vibration 19, no. 5 (2012): 929–37. http://dx.doi.org/10.1155/2012/517081.
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Buckling of load-carrying column structures is an important design constraint in light-weight structures as it may result in the collapse of an entire structure. When a column is loaded by an axial compressive load equal to its individual critical buckling load, a critically stable equilibrium occurs. When loaded above its critical buckling load, the passive column may buckle. If the actual loading during usage is not fully known, stability becomes highly uncertain.This paper presents an approach to control uncertainty in a slender flat column structure critical to buckling by actively stabilising the structure. The active stabilisation is based on controlling the first buckling mode by controlled counteracting lateral forces. This results in a bearable axial compressive load which can be theoretically almost three times higher than the actual critical buckling load of the considered system. Finally, the sensitivity of the presented system will be discussed for the design of an appropriate controller for stabilising the active column.
Dissertations / Theses on the topic "Buckling; Column collapse"
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Ransall, Michael James. "The effects of axial restraint on the behaviour of steel columns in fire." Thesis, University of Ulster, 1999. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.299058.
Full textBook chapters on the topic "Buckling; Column collapse"
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Silbi, Silia Mary, and Sajan Jose. "Collapse and Buckling Behavior of Octagonal Concrete Filled Steel Column Connected to a Beam Under Cyclic Loading." In Lecture Notes in Civil Engineering. Springer International Publishing, 2020. http://dx.doi.org/10.1007/978-3-030-55115-5_60.
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Bai, Yong. "Buckling/Collapse of Columns and Beam-Columns." In Marine Structural Design. Elsevier, 2003. http://dx.doi.org/10.1016/b978-008043921-1/50008-3.
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Bai, Yong, and Wei-Liang Jin. "Buckling/Collapse of Columns and Beam-Columns." In Marine Structural Design. Elsevier, 2016. http://dx.doi.org/10.1016/b978-0-08-099997-5.00015-0.
Full textConference papers on the topic "Buckling; Column collapse"
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Jo, Byeongnam, Wataru Sagawa, and Koji Okamoto. "Experimental Investigation Into Buckling Failure of Slender Metal Plates in Severe Accident Conditions." In 2014 22nd International Conference on Nuclear Engineering. American Society of Mechanical Engineers, 2014. http://dx.doi.org/10.1115/icone22-30829.
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Buckling failure load of stainless steel columns under compressive stress was experimentally measured in severe accident conditions, which addresses the accidents in Fukushima Daiichi nuclear power plants. Firstly, buckling failure load defined as load which causes failure of the column (plastic collapse) was measured in a wide range of temperatures from 25 °C up to 1200 °C. The load values measured in this study were compared to numerical estimations by eigenvalue simulations (for an ideal column) and by nonlinear simulations (for a column with initial bending). Two different methods for measurement of the buckling failure load were employed to examine the effect of thermal history on buckling failure. Different load values were obtained from two methods in high temperature conditions over 800 °C. The difference in the buckling failure load between two methods increased with temperature, which was explained by the effect of creep at high temperatures. Moreover, the influence of asymmetric temperature profiles along a plate column was also explored with regard to the failure mode and the buckling failure load. In present study, all of the buckling processes were visualized by a high speed camera.
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Jo, Byeongnam, Wataru Sagawa, and Koji Okamoto. "Buckling Behaviors of Metallic Columns Under Compressive Load at Extremely High Temperatures." In ASME 2014 Pressure Vessels and Piping Conference. American Society of Mechanical Engineers, 2014. http://dx.doi.org/10.1115/pvp2014-28683.
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This study aims to investigate buckling behaviors of a slender stainless steel column under compressive loads in severe accident conditions, which addresses the accidents in Fukushima Daiichi nuclear power plants. Firstly, buckling load, defined a load which generates a failure of the column (plastic collapse) was experimentally measured in a wide range of temperatures from 25 °C up to 1200 °C. The buckling load values measured were compared to numerical estimations for both an ideal column and for a column initially bent. Secondly, creep buckling tests were also performed for extremely high temperatures (800 °C, 900 °C, and 1000 °C). Creep buckling was found to occur very quickly compared to general creep times under tensile stresses. Time to creep buckling was exponentially increased with decrease of loads applied. Lateral deflection of a test column was estimated using captured images by a high speed camera. It was suggested to represent creep buckling behaviors as a time-lateral deflection curve. Moreover, an empirical correlation was developed to predict creep buckling time, based on the Larson-Miller model with experimental results obtained in present study.
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Paik, Jeom Kee, Bong Ju Kim, Jung Min Sohn, Sung Hoon Kim, Jae Min Jeong, and June Seok Park. "On Buckling Collapse of a Fusion-Welded Aluminum-Stiffened Plate Structure: Experimental and Numerical Studies." In ASME 2009 28th International Conference on Ocean, Offshore and Arctic Engineering. ASMEDC, 2009. http://dx.doi.org/10.1115/omae2009-79300.
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The primary objective of the present paper is to experimentally examine buckling collapse characteristics of fusion welded aluminum-stiffened plate structures under axial compression until and after the ultimate limit state is reached. The secondary objective of the paper is to study a nonlinear finite element method modeling technique for computing the ultimate strength behavior of welded aluminum structures. A set of aluminum-stiffened plate structures fabricated by gas metal arc welding (GMAW) is studied. The test structure is equivalent to a full scale deck structure of an 80m long high speed vessel. Plate part of the structures is made of 5383-H116 aluminum alloy while extruded stiffeners are made of 5083-H112 aluminum alloy. Welding induced initial imperfections such as plate initial deflection, column type global initial deflection of stiffeners, sideways initial distortion of stiffeners, welding residual stresses, and softening in the heat-affected zone are measured. The ANSYS nonlinear finite element method is employed for the numerical computations of the test structure’s ultimate strength behavior by a comparison with experimental data. Insights and conclusions developed from the present study are documented.
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Jebaraj, C., D. Davidson Jebaseelan, S. Rajasekaran, and Narayan Yoganandan. "Finite Element Study of Collapse of Pediatric Spine Due to Tuberculosis of Spine." In ASME 2010 International Mechanical Engineering Congress and Exposition. ASMEDC, 2010. http://dx.doi.org/10.1115/imece2010-38678.
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The study of pediatric spine has been limited due to few experimental and numerical studies. The geometry and the material properties for the pediatric spine are age-specific. The current study develops an anatomially accurate finite element model (FEM) of a (T2/S1 thoracolumbar spine from an 8-year-old’s CT scan. The FEM model has to be validated to study the collapse pattern of a juvenile spine due to discitis. Hence the present model was scaled up to 141% to represent an adult model and adult moment loads were applied. Buckling studies and flexion bending moment were applied on the intact 8-year-old’s spine and for the two stages of discitis. The flexion-extension and lateral bending on the 141% model was found comparable at various levels with the literature. The buckling analysis found the 8-year-old’s model to behave as a straight slender column as curvatures are less defined. The buckling load for the pediatric model was 13.45N and 5N for the extreme discitis model. The flexion study found minimum disruptions in the initial infection but when the disc becomes puss like, the bending stiffness at the infected level reduces drastically leading to high angulations, and a significant degree of disruptions are observed at other locations.
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Han, Zhiyuan, Guoshan Xie, Liang Sun, Minzhen Zhao, Haiyan Qian, and Luowei Cao. "Fitness-for-Service of a Column Equipment Containing Dent Defects Based on API 579 Level 3 Analysis and Considering the Dynamic Loads." In ASME 2016 Pressure Vessels and Piping Conference. American Society of Mechanical Engineers, 2016. http://dx.doi.org/10.1115/pvp2016-63527.
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Fitness-for-service assessment of a pressurized component containing dents or other mechanical damage is important to ensure the operational safety and structural integrity of the damaged equipment. In the present study, the API 579 level 3 fitness-for-service analysis were performed for a column equipment containing dent defects, and the main difficulty is to determine the applied dynamic load, especially when considering wind load and earthquake load at high order mode shapes. To solve this problem, a simplified method combining the analytic calculation and finite element (FE) method were proposed in this study. At the first step, the wind load and earthquake load on different segments of the column without defect were calculated by analytic methods according to Chinese code GB4710. Then the critical load combination determined in step one were applied on a whole column FE model containing 6 dent defects with different dimensions. Based on the FE simulation, the stress linearization were performed for strength check, and buckling analysis were performed buckling collapse failure respectively. The results of strength check and critical buckling load showed that the column containing dents under static load and dynamic load conditions was acceptable for continued operation based on API 579 level 3 analysis. Thus, the methodology developed in this study provides an available fitness-for-service assessment for dents in column equipment and enables the consideration of dynamic loads.
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Fujita, Katsuhisa, Taisuke Nosaka, and Tomohiro Ito. "Dynamic Instability of a Cylindrical Shell Structure Subjected to Horizontal and Vertical Excitations Simultaneously." In ASME/JSME 2004 Pressure Vessels and Piping Conference. ASMEDC, 2004. http://dx.doi.org/10.1115/pvp2004-2910.
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Many structures such as support columns such as those for elevated expressways and towers tend to become larger and more flexible recently, thus the buckling or collapse of these structures is considered to easily occur than ever due to huge earthquakes. Actually, in the Hyogo-ken Nambu earthquake in Japan, buckling phenomena of tall support columns were observed every-where. Therefore, the evaluation technology on the dynamic stability is very important in order to ensure the seismic design reliability for these structures. The authors have ever studied the effects of the horizontal and vertical simultaneous excitations on the above-mentioned buckling phenomena of support columns experimentally. More-over, they also investigated the fundamental phenomena of the dynamic stability of the support columns subjected to the horizontal and vertical excitations simultaneously by numerical simulations using an analytical model where the support column is treated as a tall elastic cantilever beam. The purpose of this paper is on the dynamic instability, that is dynamic buckling, of a cylindrical shell structures such as those for elevated expressways, towers, containment vessels, LNG tanks and water tanks in various industrial plants so on subjected to horizontal and vertical excitations simultaneously. The coupled motion of equation with horizontal and vertical excitations simultaneously for these cylindrical shell structures is derived in this paper, and this modeling is shown to become a Mathieu type’s parametric excitation. The numerical simulation analysis is carried out for a cylindrical shell model with an attached mass on its tip. Comparing with the classical seismic analysis method, this proposed dynamic instability analysis method shows the larger deformation in horizontal direction due to the parametric excitation of the vertical seismic wave. As the results, the structures are apt to lose the structural stability more due to the coupling effects between the horizontal and vertical seismic simultaneous loadings.
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Broyles, Robert K. "Bellows Design Equations Supported by Limit Analysis." In ASME 2003 Pressure Vessels and Piping Conference. ASMEDC, 2003. http://dx.doi.org/10.1115/pvp2003-1886.
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Limit analysis can be used to design metal bellows for pressure capacity. The objective of limit analysis is to prevent gross plastic deformation with an appropriate design margin. The primary advantage of limit analysis over other methods is that it can find the max. allowable limit load for the structure as a whole and not just for the individual parts. In the case of bellows, an allowable limit pressure can be found which assures a specified margin on plastic collapse. In this paper, a parametric FEA study is performed on a series of two-dimensional axisymmetric models of un-reinforced U-shaped bellows with wide ranging dimensions. The non-linear analysis gives the max. allowable limit pressure for each bellows based on limit analysis and a closed form equation is confirmed to accurately describe the FEA results. Combined with existing equations for column instability and external buckling, limiting design pressure equations are presented for bellows design.
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Cheng, Franklin Y., and Jeng-Fuh Ger. "Instability and Collapse Behavior of a Seismic Structure." In ASME 1991 Design Technical Conferences. American Society of Mechanical Engineers, 1991. http://dx.doi.org/10.1115/detc1991-0337.
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Abstract The collapse behavior of a 22-story steel building during the September 19, 1985 Mexico earthquake is investigated by studying hysteretic behavior, ductility factors of individual structural components, and overall instability of the building. The hysteresis models for truss-type girders, bracing members, and box columns to be used in the inelastic analysis of this building are developed. A series of inelastic analyses have been performed for the building by using the multicomponent seismic input of actual Mexico City earthquake records. It was found that the structural response exceeds the original design ductility of this building because most girders in the building have suffered large ductilities. Due to the load redistribut-ion effects from the ductile-failed girders, local bucklings developed at many columns on floors 2, 3, and 4. Therefore, most columns on floors 2 through 4 lost their load carrying capacities and rigidities which then caused the building to tilt and rotate. As a result, more columns on floors 5 through 7 developed local buckling and more bracing members buckled. It is believed that ductile failures of girders combined with the local bucklings of columns in the lower part of the building resulted in significant story drift, building tilt, P-A effect, and the failure mechanism.
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Zhou, Chunqi, and Dan Song. "Sensitivity Study About Ultimate Strength and Postbuckling Behavior of Stiffened Box Deck Girder Under Compression." In ASME 2020 39th International Conference on Ocean, Offshore and Arctic Engineering. American Society of Mechanical Engineers, 2020. http://dx.doi.org/10.1115/omae2020-18580.
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Abstract The proper determination of this paper is to study the ultimate strength and postbuckling behavior for complicated stiffened deck girders of offshore platforms. Normally, offshore platforms are designed with reinforcing stiffeners on box deck girder. The box deck of column stabilized platform will be simulated with FEM software ABAQUS. Linear eigenvalue analysis is firstly applied to introduce the initial imperfection into the structure. Then the non-linear postbuckling analysis for the box deck girder will illustrate ultimate strength and the failure mode under axial load after collapse. The ways how the stiffeners, eigenmode and imperfections influence the ultimate capacity will also be analyzed. Comparing variable elements affecting the structural strength, the work shows the offshore box deck girder section from the engineering project in this paper is quite robust to the axial compression. For this kind of robust design, such as the box deck girder, the eigenmode selection and amplitude of imperfection will exert slight effects on the ultimate strength, but the severe imperfections will accelerate the local buckling. Stiffeners design will exert dramatic influence on the ultimate strength and postbuckling behaviors. And the work to find the optimum balance among structural strength variable load and allowable imperfections seems to be very promising in engineering. The conclusions provide a more clear insight into the further optimization of the offshore square structure design.
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Heidari, Alireza, Vera V. Galishnikova, and Iradj Mahmoudzadeh Kani. "A Protective Structure, Saver During Structural Collapse." In ASME 2012 International Mechanical Engineering Congress and Exposition. American Society of Mechanical Engineers, 2012. http://dx.doi.org/10.1115/imece2012-85447.
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In this paper a new protective structure is presented to save human life, in the case of building collapse, caused by an earthquake, a terrorist attack or other catastrophic events. It is well-known that the number of casualties after major earthquakes during night time far exceeds the corresponding number of those events of similar magnitudes occurring that of the day times. The life-saver device discussed here is a bolted-moment-resisting 3-D steel frame that encapsulates a single or double-bed sleeping area at home. The frame consists of a number of beam-columns of angle cross-section, bolted together by gusset plates and topped with a thin steel plate or a rectangular rebar mesh. The collapse of walls and ceilings of the building on top of this structure will result in large plastic deformations in various sections of the frame, whereby the energy of the falling debris is dissipated. Despite these large deflections, no harm is inflicted upon the people sleeping inside the frame. The physical behavior of this new life-saving device, under real situation of structural collapse, is modeled in the ANSYS LS-DYNA software. Combined nonlinear analysis of the frame is performed under dynamic loads developed. It is assumed that the angle members of the frame are stiffened by welding triangular gusset plates at appropriate intervals along their length, so that they behave in a compact manner without local buckling. The discussion of this phenomenon is the subject of another paper and is not presented here. The behavior of the protective structure shows that the people resting or taking refuge inside, will be safe in the event of the collapse of the building. Austenitic twinning induced plasticity (TWIP) steel which has a good combination of both strength and ductility also has been used for modeling and designing this structure and the results has been compared with ordinary steels. The design is verified for the emergency limit state considering the safety of people inside the protective structure.
Reports on the topic "Buckling; Column collapse"
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PROGRESSIVE COLLAPSE RESISTANCE OF STEEL FRAMED BUILDINGS UNDER EXTREME EVENTS. The Hong Kong Institute of Steel Construction, 2021. http://dx.doi.org/10.18057/ijasc.2021.17.3.10.
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This paper presents experimental and theoretical investigations on progressive collapse behavior of steel framed structures subjected to an extreme load such as fire, blast and impact. A new capacity-based index is proposed to quantify robustness of structures. An energy-based theoretical model is also proposed to quantify the effect of concrete slabs on collapse resistance of structures. The experimental results show that the dynamic amplification factors of frames subject to impact or blast are much less than the conventional value of 2.0. The collapse process of frames in fire can be either static or dynamic depending on the restraint conditions and load levels. It is necessary to account for the failure time and residual strength of blast-exposed columns for assessing the collapse resistance of structures subject to explosion. Two collapse modes of steel frames under blast or impact are found: connection-induced collapse mode and column-induced collapse mode. In case of fire, a frame may collapse due to either column buckling or pulling-in effect of beams. The energy dissipation from elongation of slab reinforcement and additional resultant moment greatly contribute to the collapse resistance of structures.