Fixed-ended Columns Research Articles

Experimental investigation of cold-formed stainless steel built-up closed section stub columns

This paper presents an experimental investigation on the performance of cold-formed stainless steel built-up closed section stub columns. The built-up sections were composed by assembling two channel components at the flanges, which were brake-pressed from high-strength austenitic and duplex stainless steel thin sheets. Three types of built-up sectional profiles were formed by connecting two unstiffened channels (i.e., unlipped channels), two edge-stiffened channels (i.e., lipped channels) as well as one unstiffened channel and one edge-stiffened channel, respectively, using self-plugging rivets. Four sectional series were devised to cover nominal overall web height-to-plate thickness ratio values of 50, 60, 67 and 80. In order to obtain the actual material properties considering the cold-work effect, tensile coupon tests were carried out on both flat and corner longitudinal coupon specimens. In addition, a total of 29 fixed-ended stub columns including 19 specimens without holes and 10 specimens with circular web holes were tested under axial compression. The experimental results involving failure modes, ultimate capacities and responses of load versus axial shortening were obtained and fully documented. The effects of sectional profile types, overall web height-to-plate thickness ratio and hole diameter-to-overall web height ratio on the performance of cold-formed stainless steel built-up closed section stub columns were examined. Moreover, the appropriateness of design rules as prescribed in the recently updated American Specification ASCE/SEI 8–22 was evaluated. It was revealed that the codified design provisions generally provided unconservative strength predictions for the high-strength austenitic and duplex stainless steel built-up closed section stub columns both without and with circular web holes. Reliability analyses were performed in this study, and the compressive strength predictions of the built-up closed sections according to the existing design rules were found to be unreliable for the high-strength austenitic stainless steel stub columns without holes as well as the duplex stainless steel stub columns without and with circular web holes.

Flexural buckling of press-braked stainless steel Z-section columns: Testing, numerical modelling and design

The flexural buckling behaviour and resistances of press-braked stainless steel Z-section columns are investigated in this paper, based on experiments and numerical modelling. An experimental investigation was conducted on two press-braked stainless steel Z-sections and included material testing, initial geometric imperfection measurements and twelve fixed-ended column tests. Minor-axis flexural buckling was observed for all press-braked stainless steel Z-section column specimens upon testing. The key obtained fixed-ended column test results, including failure loads, load–deformation histories and failure modes, were fully reported. Following the experimental investigation, a numerical investigation was performed, with finite element models developed to validate against the fixed-ended column test results and then used to conduct parametric studies to generate additional numerical data. On the basis of the test and numerical data, the relevant buckling curves, as specified in the European code, American specification and Australian/New Zealand standard, were evaluated and shown to provide accurate and consistent flexural buckling resistance predictions for press-braked stainless steel Z-section columns.

Local–flexural interactive buckling behaviour and design of press-braked stainless steel slender Z-section columns

The present paper reports an experimental and numerical study on the local–flexural interactive buckling behaviour and resistances of press-braked stainless steel slender Z-section columns. A testing programme adopted two press-braked stainless steel slender Z-sections and included material testing, initial geometric imperfection measurements and twelve fixed-ended column tests, with the experimental setups, procedures and results fully reported. The testing programme was accompanied by a numerical modelling programme, with finite element models developed and validated against the fixed-ended column test results; upon validation, parametric studies were conducted to generate additional numerical data over a wide range of cross-section dimensions and member lengths. The obtained test and numerical data were adopted to evaluate the relevant design rules for press-braked stainless steel slender Z-section columns susceptible to local–flexural interactive buckling, as set out in the American specification and European code. It was revealed from the evaluation results that the American specification led to accurate interactive buckling resistance predictions, while the European code resulted in relatively conservative interactive buckling resistance predictions. Finally, a revised Eurocode design approach was developed and provided more accurate and consistent interactive buckling resistance predictions for press-braked stainless steel slender Z-section columns than its original counterpart.

Flexural buckling of laser-welded stainless steel T-section columns

The present paper reports experimental and numerical studies on the flexural buckling behaviour and resistances of laser-welded stainless steel T-section columns. An experimental programme, including initial global and local geometric imperfection measurements and ten fixed-ended column tests, was firstly performed. The test results, including failure loads, load–mid-height lateral deflection curves and two types of failure modes (‘C’-shaped and ‘reverse C’-shaped flexural buckling), were reported in detail. Following the experimental programme, a numerical modelling programme was carried out, where finite element models were developed and validated against the test results and then used to perform parametric studies to generate further numerical data over a wide range of cross-section dimensions and member lengths. On the basis of the test and numerical results, the relevant design buckling curves, as given in the European code and American specification, were evaluated. The evaluation results revealed that both codified design buckling curves generally resulted in accurate and consistent flexural buckling resistance predictions for laser-welded stainless steel T-section columns.

Direct strength prediction of cold-formed steel fixed-ended singly-symmetric columns buckling in flexural–torsional modes

The work reported in this paper is a sequel of previous numerical investigations carried out by the authors on the post-buckling behaviour, strength and Direct Strength Method (DSM) design of cold-formed steel (CFS) fixed-ended plain and lipped channel columns (both singly-symmetric with respect to the major-axis) buckling in flexural–torsional modes and experiencing global-global interaction – a coupling phenomenon involving major-axis flexural–torsional (FMT) and minor-axis flexural (Fm) buckling that was first unveiled in those studies. In the specific context of plain and lipped channel columns, a DSM-based design approach for columns buckling in FMT modes and failing in either pure FMT or FMT-Fm interactive modes was developed and shown to provide accurate, mostly safe and reliable predictions of the experimental (only a few) and numerical failure loads available. The success of this research effort encouraged the authors to extend the scope of the investigation to fixed-ended columns with other singly-symmetric cross-section shapes, namely return-lip, web-stiffened and web/flange-stiffened lipped channels, hat-sections and rack-sections (deemed representative of any arbitrary singly-symmetric cross-section). The results attained during this investigation are presented and discussed in detail – they concern the post-buckling behaviour, strength and DSM-based design of the columns analysed, including fairly extensive failure load sets (Ansys non-linear shell finite element models are used to obtain them). The main output of this work is a DSM-based design approach for arbitrary CFS fixed-ended singly-symmetric columns exhibiting pure FMT or FMT-Fm interactive failures.

Testing, modelling and design of concentrically-loaded concrete-encased concrete-filled steel tube slender column

Concrete-encased concrete-filled steel tube (CECFST), an innovative type of concrete-steel composite structure, has been increasingly employed in mega construction projects due to its outstanding structural performance. However, although intermediate and sometimes slender columns have become commonplace in high-rise buildings and large-scale bridges, the research on member behaviour of CECFST slender columns barely exists in the current literature. In this paper, a comprehensive experimental and numerical modelling programme was conducted to study buckling resistance and structural behaviour of CECFST slender columns. Pin-ended concentric load column tests were carried out on four slender columns, together with a fixed-ended stub column as a reference specimen. Key test results of all specimens, such as failure modes and effects of slenderness on strength, ductility and stiffness, showed that buckling failure and P-δ effect degraded the performance indices of CECFST slender columns. Afterwards, a finite element (FE) modelling programme was performed, where a range of member imperfections was incorporated and validated against test results. Parametric studies were then conducted to supplement the test data bank, from which over sixty FE results were generated. The test and FE failure loads obtained were utilised to examine the applicability of current design methods in the European code, American specification and Australian standard. The buckling curve 'b' set out in the European code was found to result in the most accurate and consistent buckling resistance predictions, while the American specification and Australian standard generally yielded over-conservative and unsafe results, respectively.

Investigations into the local buckling and post-buckling behaviour of fixed-ended hybrid I-section stub columns with slender web

It has been known that thin plate can carry loads considerably more than the buckling loads. This phenomenon is defined as the post-buckling behaviour, which is affected by material properties, geometric dimensions and boundary conditions of the plate. Hybrid I-section is a design concept where flanges are made of high strength steel and web is made of lower steel grade. In order to investigate the effect of slender web on the local buckling and post buckling of hybrid I-section under pure compression, experimental studies of twelve fixed-ended I-section stub columns with slender web were conducted. Tensile coupon tests and initial local geometric imperfection measurement were carried out before stub column tests. Experimental and theoretical methods for determining the critical local buckling load of plate elements were discussed, followed by a post-test finite element analysis to investigate the effects of stub column length and sectional steel combination on the buckling behaviour. Based on the experimental and numerical results, it was observed that for specimens which web plate failed by elastic local buckling, the ultimate test loads are affected by the web strength grade, indicating that the unbuckled portion of slender web plate still provides the post-buckling strength for I-section stub columns even after yielding. By comparing the existing design methods with the numerical ultimate loads, it was found that the Eurocode 3 gives the less scattered predictions than the North American code, Australian code and Chinese code, as well as the existing direct strength method and continuous strength method.

Design of concrete-filled cold-formed steel elliptical stub columns

The present paper reports an experimental and numerical investigation on the behavior of concrete-filled cold-formed steel elliptical stub columns. The test program was performed on four elliptical hollow sections infilled with concrete of three different grades (C40, C70 and C100). Thirteen fixed-ended stub columns were tested and details of test program are described in this paper. The test program was further supplemented with numerical analyses, where finite element model was firstly developed to emulate the compressive behavior observed from the tests and then used to generate more numerical data via parametric studies. The test results together with the numerical data derived herein were compared with the predictions by the current design rules for concrete-filled steel tubular columns with conventional cross-section shapes. The current American Specifications ANSI/AISC 360 and ACI318 as well as the European Code EN1994-1-1 were evaluated. The comparison demonstrated that both American Specifications result in generally conservative and reliable compressive strength predictions for concrete-filled cold-formed steel elliptical stub columns, whilst the predictions by the European Code are accurate but not reliable. New design method considering the confinement effect was proposed herein, which could provide accurate and reliable compressive resistance predictions for concrete-filled cold-formed steel elliptical stub columns.

Buckling behavior and design of concentrically loaded T-section aluminum alloy columns

Tees are utilized as chord members in a number of arrangements of aluminum alloy trusses. The purpose of this study is to investigate the buckling behavior and design methods of concentrically loaded T-section aluminum alloy columns. Using column tests and finite element analysis, this study analyzed the buckling modes and ultimate strengths of high-strength aluminum alloy T-columns under axial compression and validated the numerical model against the experimental results. Comparisons with the current Eurocode 9 and Direct Strength Method (DSM) design rules were also conducted. Fixed- and pin-ended columns exhibit a quite different buckling behavior. The failure modes of flexural buckling about the two principal axes could be treated with sufficient safety and accuracy using the column design rules in Eurocode 9 and DSM. The effects of the effective centroid shift due to the local buckling of slender parts could be ignored. The Eurocode 9 and DSM leads to inaccurate and conservative results for fixed-ended columns failing by local-torsional buckling and flexural–torsional buckling. The paper recommends suggestions based on the DSM approach that improve the design strength predictions for aluminum alloy T-section columns.

Seismic performance of steel columns interacting with embedded column bases while exhibiting inelastic deformations

Observations from past earthquakes indicate that embedded column bases (ECBs) in steel moment resisting frames (MRFs) exhibited inelastic deformations while they were designed to be non-dissipative. Consequently, the amount of inelastic damage concentrated in the respective fixed-end steel MRF columns was somewhat eased. This nonlinear interaction is examined by means of mixed-dimension continuum finite element (CFE) parametric simulations validated to available full-scale experimental data. The examined parameters are the ECB’s peak flexural strength, its plastic deformation capacity, and its elastic stiffness. The influence of the loading conditions along with the steel column geometric characteristics are also investigated. The simulation results indicate that, when ECBs exhibit partial inelastic deformation through controlled cracking, they feature enhanced plastic deformation capacities, which are, on average, 30–50% greater than those in commonly used non-dissipative bases. Moreover, residual axial shortening of first story steel MRF columns is reduced by up to 50% at a reference lateral drift of 4% rads. These benefits are more pronounced for steel columns with slender, but seismically compact cross sections (i.e., h/tw>20), which are prone to local and/or member instabilities at modest lateral drift demands (e.g., 2% rads). The extent of the above effects is controlled by the peak flexural strength ratio between the steel column and the ECB, the plastic rotation of the ECB and the loading history (cyclic versus monotonic). Limitations are discussed.

Flexural–torsional failure and DSM design of fixed-ended cold-formed steel columns at elevated temperatures

Recently, Dinis et al. (2019,2020) reported in-depth numerical investigations showing that the current Direct Strength Method (DSM) global design curve may severely underestimate the flexural–torsional (FT) failure loads of fixed-ended cold-formed steel (CFS) columns with slenderness above 1.5. This finding was based on the analysis of columns exhibiting various cross-section shapes and geometries, and covering wide slenderness ranges. Moreover, these authors used the failure load data gathered to develop, and propose a novel DSM column strength curve set that was shown to improve considerably the FT failure load prediction for those columns. The purpose of this work is to extend the scope of the previous investigations to fixed-ended CFS cold-formed columns failing in FT modes under elevated temperatures (up to 800 °C). The results presented and discussed consist of column FT post-buckling equilibrium paths and failure loads, obtained through geometrically and materially non-linear Ansys shell finite element analyses — to ensure covering wide FT slenderness ranges, several room-temperature yield stresses are considered. The model prescribed in Part 1–2 of Eurocode 3, for cold-formed steel, is adopted to describe the temperature-dependence of the steel material properties. Lastly, the numerical failure loads assembled in this work, together with numerical and experimental ones collected from the literature, are used to propose a modification of the DSM-based FT strength curve set developed by Dinis et al. (2020), making it capable of handling FT failures under elevated temperatures. Since the merit assessment of the modified strength curve set shows a visible improvement in FT failure load prediction quality, it is fair to argue that it constitutes a good starting point to search for an efficient general DSM-based design approach for CFS columns failing in FT modes at elevated temperatures.

Behaviour and design of fixed-ended steel equal-leg angle section columns

The mechanical behaviour and design of fixed-ended steel equal-leg angle section members subjected to axial compression are addressed in this study. First, the critical buckling behaviour is described. Experimental data on steel equal-leg angle section columns collected from the literature are then used for the validation of numerical (shell finite element) models, developed within the commercial package ABAQUS. Validation is performed by means of comparisons between test and numerical results, considering ultimate loads and failure modes, all of which are shown to be generally in good agreement. A numerical parametric study is then presented considering steel angle section columns with a wide range of slenderness values. The behaviour and load-carrying capacity of the columns is shown to be dependent on, not only the column slenderness, but also the ratio of the elastic torsional-flexural buckling load to the elastic minor-axis flexural buckling load. Finally, the collected experimental and generated numerical results are used to develop a new design approach, suitable for incorporation into future revisions of Eurocode 3, for fixed-ended steel equal-leg angle section columns, reflecting the observations made. The proposed approach offers improved accuracy and consistency in strength predictions compared to the existing codified design rules. The reliability of the new design approach, with a recommended partial safety factor γM1 = 1.0, is verified following the EN 1990 procedure.

Numerical and experimental study on CFS spherically-hinged equal-leg angle columns: stability, strength and DSM design

This paper reports a numerical and experimental investigation on the stability/buckling, elastic and elastic-plastic behaviour and strength, and Direct Strength Method (DSM) design of cold-formed steel (CFS) spherically-hinged short-to-intermediate equal-leg angle columns. It extends the scope of similar studies recently carried out for CFS fixed-ended and pin-ended (cylindrically-hinged) columns with the same characteristics. Initially, the paper addresses the stability/buckling behaviour of spherically-hinged columns − the results presented and discussed, which include the selection of the column geometries to be analysed (numerically and experimentally), are obtained by means of Generalised Beam Theory (GBT). Then, the post-buckling behaviour and strength of columns containing initial geometrical imperfections is investigated, by means of Ansys shell finite element analyses, and an experimental study, carried out at UFRJ (Federal University of Rio de Janeiro) and whose results are subsequently used to validate the previously developed numerical model, intended to perform a parametric study to obtain numerical failure load data covering a wide slenderness range for the columns considered. Such results comprise (i) initial imperfection measurements, (ii) load-displacement equilibrium paths, (iii) deformed configurations (including the collapse modes) and (iv) failure loads. The experimental and numerical failure loads obtained are then used to develop, validate and assess the merits of a DSM-based rational design approach that adopts the same concepts and procedures that were previously employed for cylindrically-hinged columns. The need for modifications arises from the new major-axis flexure support conditions, which affect the column flexural-torsional behaviour significantly. It is shown that the proposed/modified DSM strength curves lead to safe and reliable failure load estimates for spherically-hinged short-to-intermediate equal-leg angle columns exhibiting a wide slenderness range, thus making it possible to extend the scope of the existing DSM-based design approach to cover also columns with these end support conditions. The very high prediction quality achieved is attested by the fact that the LRFD resistance factors obtained are well above ϕc = 0.85 (value prescribed by the North American Specification for compression members).

Research on Damage Assessment of Concrete-Filled Steel Tubular Column Subjected to Near-Field Blast Loading

Concrete-filled steel tubular (CFST) columns are widely used in engineering structures, and they have many different cross section types. Among these, normal solid sections and concrete-filled double-skin steel tubular sections are often used. Although many studies have been conducted on CFST columns with these two section types, no studies have been conducted on their damage assessment under blast loading. In this study, experimental analysis and a numerical simulation method were integrated to evaluate the responses and assess the damage of two concrete-filled steel tubular (CFST) columns with different cross sections subjected to near-field blast loading. The results showed that for a scaled distance of 0.14 m/kg1/3, plastic bending deformation occurred on the surfaces of the two CFST columns facing the explosive. The antiexplosion performance of the normal solid-section (NSS) CFST column was better than that of the concrete-filled double-skin steel tubular (CFDST) column. The explosion centre was set at the same height as the middle of column, and the distributions of the peak pressure values of the two columns were similar: the peak pressures at the middle points of the columns were the greatest, and the peak pressures at the bottom were higher than those at the top. With the analysis of the duration of the positive pressure, the damage at the middle was the most severe when subjected to blast loading. Using pressure-impulse damage theory and the validated numerical simulations, two pressure-impulse damage evaluation curves for NSS and CFDST columns were established separately by analysing the experimental and simulation data. Finally, based on the two pressure-impulse damage evaluation curves, the two pressure-impulse damage criteria for these two different fixed-end CFST columns were defined based on the deflection of the surfaces facing the explosives. Furthermore, the mathematical formulae for the two different column types were established to generate pressure-impulse diagrams. With the established formulae, the damage of the CFST columns with these two cross section types can be evaluated. Damage to other similar CFST columns with different cross section types due to near-field blast loading can also be evaluated by this method.

Flexural-torsional buckling behaviour and resistances of fixed-ended press-braked S690 high strength steel angle section columns

The flexural-torsional buckling behaviour and resistances of fixed-ended press-braked S690 high strength steel angle section columns have been studied based on testing and numerical modelling, and reported in this paper. A testing programme, employing four different equal-leg angle section sizes, was firstly conducted, and comprised material tensile coupon tests, initial global and torsional geometric imperfection measurements and twelve fixed-ended column tests. The column test setup and procedures were thoroughly presented, and the key obtained test results, including the failure loads and deformations at the failure loads, load–end shortening curves, load–mid-height torsional rotation curves and failure modes, were fully reported and discussed. This was followed by a numerical modelling programme, where finite element models were initially developed to simulate the experimental responses and then adopted to perform parametric studies to generate further numerical data over a wide range of cross-section dimensions and member lengths. The obtained test and numerical data were then used to evaluate the accuracy of the relevant codified design rules, given in the European code, North American specification and Australian/New Zealand standard, and a recently proposed DSM-based design approach. The results of the evaluation revealed that all the codified design rules yield excessively conservative and scattered flexural-torsional buckling resistance predictions for fixed-ended press-braked S690 high strength steel angle section columns, while the DSM-based design approach leads to substantially improved resistance predictions, owing to the rational consideration of the length-dependent characteristic of flexural-torsional buckling and the interaction of flexural-torsional buckling with minor-axis flexural buckling.

Experimental investigation of buckling response of pretwisted structural steel columns

This paper explores an attempt to experimentally investigate the axial capacity of prismatic and pretwisted structural steel sections under pinned-ended conditions. The main aim is to study the improvement in the elastic and inelastic buckling capacity for a selected Universal Column (UC100 × 100 × 17) section due to pretwisting. Short and slender UC sections were permanently twisted at a range of rotations between 0° and 60°, then tested under axial compression. The experimental results were utilized to verify a nonlinear finite element model that was developed to carry out a parametric investigation to incorporate several more lengths, angles of twists, and boundary conditions for the same UC section. Results revealed that pretwisting is more effective in improving the elastic buckling of slender columns since elastic buckling is primarily influenced by the section’s inertia as opposed to inelastic buckling which is affected by material yielding as well. Considerable buckling capacity improvement of up to 50% was achieved for fixed-ended pretwisted columns.

Experimental and numerical investigation of hot-rolled stainless steel equal leg angles under compression

Abstract An experimental and numerical study was conducted aiming to understand the flexural-torsional buckling phenomenon in angle fixed end columns with equal compact legs made of hot rolled austenitic stainless steel 304. The experimental programme was divided into four steps: cross-sections and column length selection; measurement of the columns initial geometric imperfections, i.e., local (cross-section rotation) and global (major and minor-axis bending); material characterisation in terms of its response under compression and tension stresses; development of the tests aiming to determine: failure modes, equilibrium paths and the columns’ ultimate loads. A numerical investigation was also carried out, where the finite element models were validated against the performed experiments, to expand the experimental results to cover additional cross-sections and column lengths. This was followed by an assessment of two design methods for angle fixed ends columns with compact equal legs: Eurocode 3 – part 1.4, specific for the stainless steel materials, and a design procedure based on the direct strength method developed by Dinis et al. for carbon steel materials. These two methods proved not to be reliable for the column ultimate loads prediction and motivated the development of two novel design procedures based on the Eurocode 3 – part 1.4 methodology. These two novel design methods provided more consistent results when the flexural-torsional buckling ultimate limit state controls the structural design of austenitic stainless steel equal leg angle.

Unified formulae for critical load and unified DSM expressions for pinned-end and fixed-end columns exhibiting pure distortional buckling

Abstract Unified formulae of elastic critical distortional buckling load and unified DSM expressions for columns undergoing pure distortional buckling, are proposed in this study for both pinned-end and fixed-end columns with a C/Z/hat sections. The normal stress distribution of pre-buckling and post-buckling for C-section columns undergoing distortional buckling is presented based on theoretical analysis and literature review. The basic purpose of the DSM expressions is to express the strength problem as a stability problem to determine the ultimate strength of columns experiencing pure distortional buckling. To understand the effects of both pinned-end and fixed-end conditions in the columns undergoing pure distortional buckling, the effective length factor of flexural buckling about the strong axis of a cross-section, is introduced into elastic distortional buckling load formulae and the DSM expressions. Numerical results computed by computer software (CUFSM), along with numerical and experimental results in literature reviews are used to assess the accuracy of the proposed formulae. It is shown that the proposed formulae are accurate and universal.

The Effects of Loading Conditions on the Behaviour of Fixed-Ended Plain Channel Columns.

The compressive behaviour of column members can be considerably affected by local buckling, material yielding and local end conditions. In this paper, the effects of the loading conditions at the ends of plain channel section columns subjected to uniformly compressed loading, and fixed conditions at the column ends with respect to global rotations, was examined. Finite element simulation was employed to look at the post-buckled response of thin-walled, plain channel section columns that covered the complete loading history of the compression columns from the onset of elastic local buckling through the nonlinear elastic and elastoplastic post-buckling phases of behaviour to final collapse and unloading. Two types of loading conditions were considered: the first was one that has been used practically in tests whereby one end is loaded with a moving top platen while the other end is fixed at the lower platen, but, for the second loading condition, both ends were loaded with equally moving top and lower platens. These two conditions were shown to lead to quite different characteristic interactive responses of the columns due to mode jumping in the buckling mode for the locally rotationally constrained case.

Experimental investigation on cold-formed steel stiffened lipped channel columns undergoing local-distortional interaction

Abstract The objective of this work is to report a careful experimental investigation, planned at the University of Lisbon and carried out at The University of Hong Kong, concerning the behaviour and ultimate strength of cold-formed steel web-flange-stiffened (WFSLC) and web-stiffened (WSLC) lipped channel columns undergoing local-distortional (L-D) interaction. It involves 31 specimens (16 WFSLC+ 15 WSLC), brake-pressed from high-strength zinc-coated grades G450, G500 and G550 structural steel sheets, exhibiting critical distortional-to-local buckling load ratios ranging between 0.75 and 1.88. The column geometries were carefully selected to enable testing fixed-ended columns undergoing true L-D interaction and secondary distortional-bifurcation L-D interaction (ensuring evidence of the latter required selecting rather slender columns) − all tested specimens exhibited the expected L-D interactive failures. The specimen material properties were obtained from tensile coupon tests and their initial geometrical imperfections were measured prior to testing. The experimental results presented and discussed consist of column (i) load-displacement equilibrium paths, (ii) photos evidencing the evolution of the column deformed configurations along those paths (including the failure mode) and (iii) failure loads. Finally, the experimental failure load data obtained are compared with their estimates provided by the currently codified DSM design approaches for columns failing in L and D modes, showing their inadequacy to handle L-D interactive failures − the fresh light shed by this comparison will contribute to the timely codification, in the near future, of a DSM design procedure for columns affected by L-D interaction.