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A Study On The Behavior Of Deep Slender Wide Flange Steel Beam Column Members In Seismic Applications
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Book Synopsis A Study on the Behavior of Deep, Slender Wide Flange Steel Beam-column Members in Seismic Applications by : Frida Pettersson
Download or read book A Study on the Behavior of Deep, Slender Wide Flange Steel Beam-column Members in Seismic Applications written by Frida Pettersson and published by . This book was released on 2016 with total page 147 pages. Available in PDF, EPUB and Kindle. Book excerpt: To economically control the drift limits in special moment frames (SMFs), deeper columns than the traditional W14 sections have become more common. The drift of an SMF can be reduced by increasing the bending and shear stiffness of the columns in the frame, and this would also be accomplished by using deeper sections (Shen 2002). However, deeper columns need to be checked against instability since they are more sensitive to local buckling and weak-axis failure modes than stockier columns (NEHRP 2011). The SAC project investigated the behavior of steel moment resisting frame connections after the Northridge Earthquake and some results were extrapolated to column and beam members. However, the project only produced data that led to the prequalification of RBS connections for use with W12 and W14 columns. When testing was performed with deeper column sections, stability problems occurred (FEMA 2000). This study analytically investigates the behavior of deep columns with an exterior RBS connection in a special moment frame. The 40 assemblies studied were designed according to the AISC Provisions (AISC 341, AISC 358, and AISC 360) and modeled with finite element software. A floor slab was not included and monotonic loading displaced the beam tip by 6.0 in. Column sections investigated were W14x426, W24x192, W27x194, and W30x191. The columns were subjected to varying levels of axial load and had medium or weak panel zone strength. Geometric imperfections were included in all models, and some models also included residual stresses. From this study it was concluded that the column depth does not impact the behavior of the connection and deep columns can be used in SMFs. The results show that axial loads have no effect on the column behavior until very high axial loads are applied. It was also shown the twist of the column increases with increasing column depth. Columns with a doubler plate twist more than cases without a doubler plate and the column twist decreases with an increasing axial load.
Book Synopsis Seismic Behavior of Deep, Slender Wide-Flange Structural Steel Beam-columns by : Piyachai Chansuk
Download or read book Seismic Behavior of Deep, Slender Wide-Flange Structural Steel Beam-columns written by Piyachai Chansuk and published by . This book was released on 2018 with total page 196 pages. Available in PDF, EPUB and Kindle. Book excerpt: This thesis investigates nonlinear cyclic responses of deep wide-flange steel beam-columns, which are primarily used in Special Moment Frame (SMF) for their high in-plane, strong-axis moment of inertia to satisfy story drift limits specified in building codes. SMF design principles aim to achieve energy dissipation through plastic hinging of the beams, while flexural yielding of the columns at the base is also permitted. Although behavior of the beams has been extensively researched, that of the columns is lacking especially for deep columns (e.g., W18 to W36). Therefore, cyclic testing of deep columns was conducted to generate experimental database. Due to large width-to-thickness ratios of these sections, test results showed significant web and flange local buckling; some specimens also exhibited lateral-torsional buckling. These local and global instabilities resulted in significant axial shortening and flexural strength degradation. These behaviors differ significantly from those observed in prior testing of shallow W14 columns, featuring excellent ductility capacity at high axial loads. Additionally, the test matrix was designed to investigate the effects of section depths, varying axial loads, lateral-drift loading sequences, and boundary conditions on the column responses. Inevitably in this testing, the responses were also influenced by flexibility of column-end connections. To eliminate this undesired variable from the responses, a procedure was developed to correct the lateral drift response based on the second-order Timoshenko elastic theory. The effects of boundary conditions were further investigated using high-fidelity finite element software ABAQUS. Results show that fixed-fixed and fixed-rotating column responses can be converted to one another.
Book Synopsis Seismic Behavior and Design of Deep, Slender Wide-flange Structural Steel Beam-columns by : Piyachai Chansuk
Download or read book Seismic Behavior and Design of Deep, Slender Wide-flange Structural Steel Beam-columns written by Piyachai Chansuk and published by . This book was released on 2021 with total page 0 pages. Available in PDF, EPUB and Kindle. Book excerpt: Twenty-one W24 hot-rolled columns of ASTM A992 steel with five different sections were tested in Phase 1 of this research program to investigate the effects of slenderness parameters, constant axial load levels, lateral drift loading sequences, and weak-axis bending on the column base responses. It was observed that the webs of these sections with much larger h/ ratios were not as effective in restraining and delaying flange local buckling as those of shallow and stocky (e.g., W12 or W14) columns. Specimens with sections that satisfied the highly ductile requirement in the AISC Seismic Provisions still experienced significant damage and axial shortening due to the interactive flange and web local buckling. An unusual failure mode with local buckling coupled with lateral-torsional buckling was also observed for the first time. Based on these tests results, observed buckling modes were classified, and a simplified procedure to predict the governing buckling mode was proposed. Additional 23 columns including W14, W18, W24, and W30 sections were tested to further evaluate the effects of section depths, boundary conditions, and varying axial loads. Test results revealed that findings from Phase 1 testing could be extrapolated to deeper and shallower sections; the proposed procedure predicted very well the buckling mode of Phase 2 specimens. Allowing the column top end to rotate increased the story drift capacity but did not change the buckling mode. Results from varying axial load tests showed that first-story exterior columns behave very differently from the interior ones. W14 column test results showed that classifying a column as deep or shallow based on the nominal section depth may be inappropriate; the deep column phenomenon with significant interactive local buckling could develop in W14 columns with relatively slender web and flanges.
Book Synopsis Seismic Performance of Wide Flange Beam to Deep-column Moment Connections by : Xiaofeng Zhang
Download or read book Seismic Performance of Wide Flange Beam to Deep-column Moment Connections written by Xiaofeng Zhang and published by . This book was released on 2004 with total page 878 pages. Available in PDF, EPUB and Kindle. Book excerpt: The behavior of the test specimens indicates that an RBS connection with a floor slab or a supplemental lateral brace at the RBS has good inelastic cyclic performance. The performance of the test specimens meet the requirements for seismic use that are stipulated in Appendix S of the 2002 AISC Seismic Provisions.
Book Synopsis Recommended Seismic Design Criteria for New Steel Moment-Frame Buildings (FEMA 350) by : Federal Emergency Agency
Download or read book Recommended Seismic Design Criteria for New Steel Moment-Frame Buildings (FEMA 350) written by Federal Emergency Agency and published by FEMA. This book was released on 2013-03-16 with total page 11 pages. Available in PDF, EPUB and Kindle. Book excerpt: This report, FEMA-350 - Recommended Seismic Design Criteria for New Steel Moment-Frame Buildings has been developed by the SAC Joint Venture under contract to the Federal Emergency Management Agency (FEMA) to provide organizations engaged in the development of consensus design standards and building code provisions with recommended criteria for the design and construction of new buildings incorporating moment-resisting steel frame construction to resist the effects of earthquakes. It is one of a series of companion publications addressing the issue of the seismic performance of steel moment-frame buildings. The set of companion publications includes: FEMA-350 - Recommended Seismic Design Criteria for New Steel Moment-Frame Buildings. This publication provides recommended criteria, supplemental to FEMA-302 - 1997 NEHRP Recommended Provisions for Seismic Regulations for New Buildings and Other Structures, for the design and construction of steel moment-frame buildings and provides alternative performance-based design criteria. FEMA-351 - Recommended Seismic Evaluation and Upgrade Criteria for Existing Welded Steel Moment-Frame Buildings. This publication provides recommended methods to evaluate the probable performance of existing steel moment-frame buildings in future earthquakes and to retrofit these buildings for improved performance. FEMA-352 - Recommended Postearthquake Evaluation and Repair Criteria for Welded Steel Moment-Frame Buildings. This publication provides recommendations for performing postearthquake inspections to detect damage in steel moment-frame buildings following an earthquake, evaluating the damaged buildings to determine their safety in the postearthquake environment, and repairing damaged buildings. FEMA-353 - Recommended Specifications and Quality Assurance Guidelines for Steel Moment-Frame Construction for Seismic Applications. This publication provides recommended specifications for the fabrication and erection of steel moment frames for seismic applications. The recommended design criteria contained in the other companion documents are based on the material and workmanship standards contained in this document, which also includes discussion of the basis for the quality control and quality assurance criteria contained in the recommended specifications. The information contained in these recommended design criteria, hereinafter referred to as Recommended Criteria, is presented in the form of specific design and performance evaluation procedures together with supporting commentary explaining part of the basis for these recommendations.
Book Synopsis Experimental Evaluation of Steel Wide-flange Columns in Moment-resisting Frames Under High Axial Load and Lateral Drift Demands by : Julien Cravero
Download or read book Experimental Evaluation of Steel Wide-flange Columns in Moment-resisting Frames Under High Axial Load and Lateral Drift Demands written by Julien Cravero and published by . This book was released on 2017 with total page pages. Available in PDF, EPUB and Kindle. Book excerpt: "Steel moment-resisting frames (MRFs) in seismic regions are designed to concentrate yielding in beams to dissipate the energy released by earthquakes. However, capacity design procedures in North American code provisions (CSA 2009; AISC 2010a) do not systematically prevent plastic deformations from occurring in columns. Under ground motions with a low probability of occurrence, steel columns as part of MRFs may develop plastic hinges which can lead to undesirable frame mechanisms. Due to a limited set of test data, the current modelling guidelines (PEER/ATC 2010; ASCE 2014) provide little guidance and often employ highly conservative component models for nonlinear modelling of steel columns. Thus, ASCE 41-13 (ASCE 2014) considers that a column possesses no plastic rotation capacity when the compressive axial load demands become larger than 50% of the critical load associated with the member. Hence, the seismic behaviour of steel columns needs to be characterized experimentally, in particular for high axial load and lateral drift demands. High axial load demands on columns are common in existing steel frame buildings due to gravity and can be increased by vertical accelerations and/or dynamic overturning effects in the case of end columns. This thesis intends to advance the state of knowledge on the hysteretic behaviour of steel columns with a large-scale testing program. Twelve column specimens utilizing W14 and W16 cross-sections that are typically used in steel MRFs are subjected to diverse axial and lateral loading sequences. Monotonic, symmetric and collapse-consistent loading histories are employed to push the columns far into the inelastic range and to assess their performance until collapse (i.e., point of loss of axial load carrying capacity). The transient effect on end columns within MRFs is also studied. Test results provide unique experimental data characterizing the cyclic behaviour of steel columns through the loss of their axial load carrying capacity. The effect of the local slenderness, the cross-section depth, the applied axial load ratio, the loading history and the steel material on the column performance is discussed. Moreover, test data are compared with pre-test simulation predictions carried out with a continuum finite element and a concentrated plasticity model.The thesis provides valuable insights on column performance under a wide range of seismic inputs, the interaction of axial load and lateral drift demands, strength and stiffness deterioration phenomena occurring at the component level and a failure mode associated with column axial shortening. In particular, experimental results show that all the tested column specimens exhibit an appreciable plastic rotation capacity even when subjected to high axial load demands. These results can serve to refine seismic design code provisions, revisit guidelines for the nonlinear analysis of steel columns and calibrate numerical models, on the basis of the proposed recommendations." --
Book Synopsis Steel Beam-column Joints in Seismic Moment Resisting Frames by : Keh-Chyuan Tsai
Download or read book Steel Beam-column Joints in Seismic Moment Resisting Frames written by Keh-Chyuan Tsai and published by . This book was released on 1988 with total page 458 pages. Available in PDF, EPUB and Kindle. Book excerpt:
Book Synopsis Stiffening of Wide-flange Columns at Moment Connections by : Charles J. Carter
Download or read book Stiffening of Wide-flange Columns at Moment Connections written by Charles J. Carter and published by . This book was released on 1999 with total page 100 pages. Available in PDF, EPUB and Kindle. Book excerpt:
Book Synopsis Steel Columns of Rolled Wide Flange Section by : Bruce Gilbert Johnston
Download or read book Steel Columns of Rolled Wide Flange Section written by Bruce Gilbert Johnston and published by . This book was released on 1942 with total page 48 pages. Available in PDF, EPUB and Kindle. Book excerpt:
Book Synopsis Application of "dog Bones" for Improvement of Seismic Behavior of Steel Connections by : Egor Paul Popov
Download or read book Application of "dog Bones" for Improvement of Seismic Behavior of Steel Connections written by Egor Paul Popov and published by . This book was released on 1996 with total page 100 pages. Available in PDF, EPUB and Kindle. Book excerpt:
Book Synopsis Behavior of Wide Flange Beams with Reinforced Web Openings by : Akwasi Manu Assenso Antwi
Download or read book Behavior of Wide Flange Beams with Reinforced Web Openings written by Akwasi Manu Assenso Antwi and published by . This book was released on 2012 with total page 90 pages. Available in PDF, EPUB and Kindle. Book excerpt: Behavior of wide flanged beams is of much importance to civil engineers as this one of the main materials used in steel structures. Openings are made in the web of beams to pass services pipes from one side of the building to another, when these openings are made in the beams, the shear and moment capacity at this section will be reduced. This will increase stresses at this section of the beam and will subsequently affect the stress distribution in the beam with web opening. Longitudinal stiffeners are placed at the top and bottom edges of the web opening to increase both moment and shear capacity at the section with web opening. Four samples were used in this study; a solid wide flange beam, a wide flange beam with web opening and two beams with reinforced web openings. The von Mises stress and the first principal stresses were obtained from the nonlinear static analysis. The results from a nonlinear finite element analysis of the four simply supported beams are discussed. The AISC steel design guide series 2 provide equations for the design of reinforced web opening. The reinforced web opening beam using the AISC guidelines is evaluated by comparing it to the finite element analysis.
Book Synopsis Cyclic Behavior and Design of Steel Columns Subjected to Large Drift by : James David Newell
Download or read book Cyclic Behavior and Design of Steel Columns Subjected to Large Drift written by James David Newell and published by . This book was released on 2008 with total page 411 pages. Available in PDF, EPUB and Kindle. Book excerpt: During an earthquake, steel braced frame columns are potentially subjected to high axial forces combined with inelastic rotation demand resulting from lateral story drift. Little design guidance is available concerning the reliability of steel columns under this level of combined loading. To evaluate the performance of wide-flange columns under high axial load and drift demand, specimens have been subjected to laboratory and analytical investigation. Nine W14 wide-flange columns were tested at different levels of axial force demand (35% to 75% of column yield strength) combined with lateral story drift demand of up to 10%. Since a specified loading sequence does not exist in building codes, one was developed based on the results of nonlinear earthquake time-history analysis of 3-story and 7-story buckling-restrained braced frame models. The first step in the loading sequence consisted of imposing simulated gravity load. Then in-phase, increasing amplitude cyclic axial load and story drift were applied. Experimental results showed that flange local buckling was the dominant buckling mode. Specimens achieved interstory drift capacities of 0.07 rad. to 0.09 rad., in part, due to the delay in flange local buckling resulting from the stabilizing effect provided by the stocky column web of the W14 specimens. The finite element analysis program Abaqus was used to model the column specimens and to perform a parametric study investigating the effect of flange and web local buckling, lateral-torsional buckling, and axial load. Analysis and experimental results were observed to be well correlated. The behavior of deep columns (W18 and W24) with higher web slenderness than the tested W14 sections was also investigated. Models of deep column sections showed significant strength degradation due to the interaction of flange and web local buckling. Testing and finite element analysis indicated that the plastic rotation capacities currently predicted by Seismic Rehabilitation of Existing Buildings (ASCE 41) are very conservative for axial load ratios above 0.5. At axial load ratios below 0.5 the plastic rotation capacity of some finite element models was less than that predicted by ASCE 41. Using the database of finite element analysis results and regression analysis, nonlinear models were developed to more accurately predict rotation capacity of steel wide-flange columns. These models consider the interaction of flange and web local buckling, lateral-torsional buckling, and axial load.
Book Synopsis Distortional Static and Buckling Analysis of Wide Flange Steel Beams by : Payam Pezeshky
Download or read book Distortional Static and Buckling Analysis of Wide Flange Steel Beams written by Payam Pezeshky and published by . This book was released on 2017 with total page pages. Available in PDF, EPUB and Kindle. Book excerpt: Existing design provisions in design standards and conventional analysis methods for structural steel members are based on the simplifying kinematic Vlasov assumption that neglects cross-sectional distortional effects. While the non-distortional assumption can lead to reasonable predictions of beam static response and buckling strength in common situations, past work has shown the inadequacy of such assumption in a number of situations where it may lead to over-predicting the strength of the members. The present study thus develops a series of generalized theories/solutions for the static analysis and buckling analysis of steel members with wide flange cross-sections that capture distortional effects of the web. Rather than adopting the classical Vlasov assumption that postulates the cross-section to move and rotate in its own plane as a rigid disk, the present theories assume the web to be flexible in the plane of the cross-section and thus able to bend laterally, while both flanges to move as rigid plates within the plane of the cross-section to be treated as Euler-Bernouilli beams. The theories capture shear deformation effects in the web, as well as local and global warping effects. Based on the principle of minimum potential energy, a distortional theory is developed for the static analysis of wide flange steel beams with mono-symmetric cross-sections. The theory leads to two systems of differential equations of equilibrium. The first system consists of three coupled equilibrium differential equations that characterize the longitudinal-transverse response of the beam and the second system involves four coupled equilibrium differential equations of equilibrium and characterizes the lateral-torsional response of the beam. Closed form solutions are developed for both systems for general loading. Based on the kinematics of the new theory, two distortional finite elements are then developed. In the first element, linear and cubic Hermitian polynomials are employed to interpolate displacement fields while in the second element, the closed-form solutions developed are adopted to formulate special shape functions. For longitudinal-transverse response the elements consist of two nodes with four degree of freedom per node for longitudinal-transverse response and for lateral-torsional response, the elements consist of two nodes with eight degrees of freedom per node. The solution is able to predict the distortional deformation and stresses in a manner similar to shell solutions while keeping the modeling and computational effort to a minimum. Applications of the new beam theory include (1) providing new insights on the response of steel beams under torsion whereby the top and bottom flanges may exhibit different angles of twist, (2) capturing the response of steel beams with a single restrained flange as may be the case when a concrete slab provides lateral and/or torsional restraint to the top flange of a steel beam, and (3) modelling the beneficial effect of transverse stiffeners in reducing distortional effects in the web. The second part of the study develops a unified lateral torsional buckling finite element formulation for the analysis of beams with wide flange doubly symmetric cross-sections. The solution captures several non-conventional features. These include the softening effect due to web distortion, the stiffening effect induced by pre-buckling deformations, the pre-buckling nonlinear interaction between strong axis moments and axial forces, the contribution of pre-buckling shear deformation effects within the plane of the web, the destabilizing effects due to transverse loads being offset from the shear centre, and the presence of transverse stiffeners on web distortion. Within the framework of the present theory, it is possible to evoke or suppress any combination of the features and thus isolate the individual contribution of each effect or quantify the combined contributions of multiple effects on the member lateral torsional capacity. The new solution is then applied to investigate the influence of the ratios of beam span-to-depth, flange width-to-thickness, web height-to-thickness, and flange width-to-web height on the lateral torsional buckling strength of simply supported beams and cantilevers. Comparisons with conventional lateral torsional buckling solutions that omit distortional and pre-buckling effects quantify the influence of distortional and/or pre-buckling deformation effects. The theory is also used to investigate the influence of P-delta effects of beam-columns subjected to transverse and axial forces on their lateral torsional buckling resistance. The theory is used to investigate the load height effect relative to the shear centre. Comparisons are made with load height effects as predicted by non-distortional buckling theories. The solution is adopted to quantify the beneficial effect of transverse stiffeners in controlling/suppressing web distortion in beams and increasing their buckling resistance.
Download or read book Applied Mechanics Reviews written by and published by . This book was released on 1993 with total page 354 pages. Available in PDF, EPUB and Kindle. Book excerpt:
Book Synopsis Steel Columns of Rolled Wide Flange Section by : Bruce Gilbert Johnston
Download or read book Steel Columns of Rolled Wide Flange Section written by Bruce Gilbert Johnston and published by . This book was released on 1942 with total page 40 pages. Available in PDF, EPUB and Kindle. Book excerpt:
Book Synopsis Inelastic Behavior of Steel Beam-to-column Subassemblages by : Helmut Krawinkler
Download or read book Inelastic Behavior of Steel Beam-to-column Subassemblages written by Helmut Krawinkler and published by . This book was released on 1971 with total page 624 pages. Available in PDF, EPUB and Kindle. Book excerpt:
Book Synopsis ASCE Combined Index by : American Society of Civil Engineers
Download or read book ASCE Combined Index written by American Society of Civil Engineers and published by . This book was released on 1994 with total page 1068 pages. Available in PDF, EPUB and Kindle. Book excerpt: Indexes materials appearing in the Society's Journals, Transactions, Manuals and reports, Special publications, and Civil engineering.
