Load-slip Relationship Research Articles

Shear performance of perfobond leiste (PBL) connectors in engineered cementitious composites (ECC)

Substituting normal concrete with ductile Engineered Cementitious Composites (ECC) is a promising way to address the safety and durability issues caused by cracking in steel-concrete composite structures. To realize a synergistic deformation behavior between steel and ECC, Perfobond Leiste (PBL) shear connectors are preferred to be used owing to their superior shear resistance, shear stiffness, and excellent fatigue performance. This research comprehensively investigated the shear performance of PBL connectors in ECC through experimental, numerical, and analytical approaches. Firstly, the shear load-slip relationships of PBL connectors in ECC and concrete were studied through push-out tests of 36 H-shaped specimens. It indicated that the fracture of penetrating bars dominated the final failure of PBL connectors in ECC, whereas premature concrete spalling happened in concrete specimens. By establishing a refined finite element model, the parametric study was then conducted to clarify the influence of the compressive strength of ECC, hole diameter, penetrating bar diameter, and penetrated plate thickness on the shear characteristics of PBL connectors in ECC. Finally, an analytical model for predicting the shear carrying capacity of PBL connectors embedded in ECC was derived, matching well with the test results.

Bridging Behavior of Palm Fiber in Cementitious Composite

This study addresses the growing need for sustainable construction materials by investigating the mechanical properties and behavior of palm fiber-reinforced cementitious composite (FRCC), a potential eco-friendly alternative to synthetic fiber reinforcements. Despite the promise of natural fibers in enhancing the mechanical performance of composites, challenges remain in optimizing fiber distribution, fiber–composite bonding mechanism, and its balance to matrix strength. To address these challenges, this study conducted extensive experimental programs using palm fiber as reinforcement, focusing on understanding the fiber–matrix interaction, determining the pullout load–slip relationship, and modeling fiber bridging behavior. The experimental program included density calculations and scanning electron microscope (SEM) analysis to examine the surface morphology and diameter of the fibers. Single fiber pullout tests were performed under varying conditions to assess the pullout load, slip behavior, and failure modes of the palm fiber, and a relationship between the pullout load and slip with the embedded length of the palm fiber was constructed. A trilinear model was developed to describe the pullout load–slip behavior of single fibers, and a corresponding palm-FRCC bridging model was constructed using the results from these tests. Section analysis was conducted to assess the adaptability of the modeled bridging law calculations, and the analysis result of the bending moment–curvature relationship shows a good agreement with the experimental results obtained from the four-point bending test of palm-FRCC. These findings demonstrate the potential of palm fibers in improving the mechanical performance of FRCC and contribute to the broader understanding of natural fiber reinforcement in cementitious composites.

Post-fire bond-slip performance of concrete-filled stainless steel tube columns

Concrete-filled stainless steel tube (CFSST) structures exhibit superior strength, durability, and fire resistance. These attributes, coupled with their aesthetic appeal and corrosion resistance, make them highly suitable for a broad range of civil engineering applications, ensuring long-term performance and safety across diverse environments. This study investigates the post-fire bond-slip performance of CFSST structures to facilitate the strengthening and retrofitting of fire-damaged CFSST structures. The paper reviews the bond-slip performance and fire resistance of CFSST. A series of fire tests and push-out tests were conducted on 99 circular CFSST stub columns, considering variables such as fire duration, wall thickness of the stainless steel tube, and concrete strength. The analysis covers the slip mechanism, load-slip relationship, sliding load, ultimate displacement, and ultimate bond strength of specimens post-fire. The bonding force between interfaces transitions from cementation to mechanical interlock and ultimately to friction, with some overlap among these mechanisms. A positive correlation exists between sliding load and wall thickness when fire duration is short. For shorter fire durations, fire exposure reduces the ultimate displacement while increasing bond-slip stiffness. Finally, a formula is proposed to predict the ultimate bond strength of CFSST stub columns following exposure to ISO 834 standard fire conditions.

Experimental study on the shear and slip behaviors of perfobond strip connectors with low elastic modulus material wrapped perforated rebars

Adopting Ultra-high performance concrete (UHPC) endows steel-UHPC composite beams with numerous benefits, including high cracking capacity, high durability, light self-weight, etc. However, the cracking load of the steel-UHPC composite beams under negative moments reaches only 13–40 % of their ultimate load, with cracking properties being the primary constraint to the development of steel-UHPC composite beams. This study proposed a novel uplift-restricted and slip-permitted (URSP)-PBL connector to improve the crack resistance in the negative moment regions of continuous steel-UHPC composite beams. A total of ten push-out tests were conducted to investigate the behaviors of the URSP-PBL connector. The effects of perforated rebar diameter, rubber thickness, and row numbers on the URSP-PBL connector were investigated by evaluating the failure mode and the load-slip relationship of the push-out specimens. Additionally, numerical analyses were carried out to investigate the effect of various parameters on the mechanical properties of the connector. Based on the analysis results, a load-slip curve model of the URSP-PBL connector was established as a reference for the promotion of the URSP-PBL connector in steel-UHPC composite structures.

Flexural behaviour of built-up I-shaped bamboo scrimber beams: experimental tests and design method

ABSTRACT This paper presents the flexural behaviour of built-up I-shaped bamboo scrimber beams under four-point bending. Ten bamboo scrimber beams were tested, employing different types of connections between the web and flanges. The load-deflection relationship, failure mode and load-slip relationship of beams were obtained through experimental tests. Besides, the measured strains of bamboo scrimber in various regions were used to analyse the flexural mechanisms of I-shaped beams. Test results showed that the beam with a glued connection exhibited debonding at the web-flange interface, hindering the development of flexural capacity of the beam. By using self-tapping screws or bolted steel angles to strengthen the connection, the slip between the web and flanges was considerably reduced, resulting in the increased flexural capacity of beams. The rupture of the bottom flange near the concentrated point load led to the final failure of strengthened beams. The design method for mechanical fastened glulam beams in Eurocode 5 was adopted to assess the flexural capacity of bamboo scrimber beams. Comparisons between experimental results and calculated results per Eurocode 5 indicate that the method is capable of predicting the flexural resistances of I-shaped bamboo scrimber beams with reasonably good accuracy.

Research on the interfacial bonding performance of novel composite L‐shaped concrete‐filled steel tubes

SummaryThis study aims to investigate the bonding performance of novel composite specially shaped concrete‐filled steel tubes (CFSTs). Seven novel composite L‐shaped CFST specimens were designed utilizing variations in steel tube wall thickness, steel tube length, and concrete strength as the primary parameters. Their failure modes, load–slip relationships, and longitudinal strain distribution patterns were examined through push‐out tests. Additionally, finite element models of the members were established using nonlinear spring elements based on the experimental data and subjected to numerical analysis. The research findings indicate that the ultimate bond strength of the composite L‐shaped CFSTs is positively correlated with steel tube wall thickness, steel tube length, and concrete strength. The strain distributions on the concave and convex faces of the L‐shaped steel tubes are identical. The results obtained from the finite element analysis closely match the experimental findings.

Experimental and numerical study on behavior of channel-shaped GFRP perforated rib shear connectors

Effective shear connections at the interface of Pultruded Fiber Reinforced Polymer (FRP) - concrete hybrid system play a pivotal role in maintaining the structural integrity of composite structures. In this vein, this study presents a comprehensive investigation-encompassing experimental, analytical, and numerical approaches-into the shear behavior of a novel, channel-shaped Glass Fiber Reinforced Polymer (GFRP) perforated rib shear connector (GPRSC), designed for hybrid GFRP-concrete systems. Ten full-scale push-out specimens were tested to investigate the effect of the inclusion and diameter of the perforating rebar, the diameter and the spacing of the perforated hole, and concrete strength on the shear behavior of the channel-shaped GPRSC. The push-out tests highlighted two distinct failure modes: (i) shear failure of concrete dowel, and (ii) debonding failure of interface. To supplement these findings, numerical models were established that incorporate 2D Hashin's theory to account for laminate damage of GFRP. This allowed for an in-depth examination of the load transfer and failure mechanisms of the channel-shaped GPRSC. Finally, calculation formulae for shear resistance and load-slip relationship were proposed. A comparative evaluation between experimental results and values predicted by these formulae yielded a reasonably strong correlation. This research constitutes a significant advancement in the field of hybrid GFRP-concrete systems.

Experimental investigation on withdrawal resistance performance of nails in southern pine

The objective of this study is to evaluate the structural performance and withdrawal capacity of three types of nails embedded in southern pine (SP) framing members. Pull-out tests on 430 specimens were conducted until complete withdrawal occurred. Representative variables derived from practical wall-to-wall or wall-to-floor connections were considered, including nail type, nail diameter, embedment length, and nail direction. Results reveal that the failure modes of specimens depend on nail shank roughness. Smooth shank nails (SSNs) and concrete nails (CNs) mainly experience nail-wood interface sliding and wood fiber tearing failures, while zinc-coated helically threaded nails (ZHTNs) exhibit wood fiber shearing and tearing failures. As expected, the ultimate withdrawal capacity increased with greater embedment length, with the highest capacity of nails in the perpendicular-to-grain direction, followed by parallel-to-grain. The withdrawal load-slip relationships of nails in SP consist of three stages: linear-elastic rise, plunge, and failure stage for SSNs and CNs, while ZHTNs exhibit elastic-plastic behavior during the second phase. The modified Rafi model suggested in this study can be used to translate the withdrawal bond-slip relationships of nails in SP. Finally, a withdrawal resistance calculation equation for SP was put forward and validated, showing an average difference of 10.33% between theoretical and experimental values.

Grouped rubber-sleeved studs–UHPC pocket connections in prefabricated steel–UHPC composite beams: Shear performance under monotonic and cyclic loadings

Prefabricated steel–ultra-high-performance concrete (UHPC) composite beams (PSUCBs) with grouped stud–UHPC pocket connections (GSUPCs) are a successful attempt of UHPC in bridge engineering, which offers significant advantages in accelerating on-site construction, enhancing structural performance, and improving environmental benefits. However, the uneven steel–concrete interfacial shear stresses distribution caused by the insufficient deformability of ordinary studs (OSs) in UHPC may result in the premature stud failure in large interfacial slippage regions. To address this issue, rubber-sleeved studs (RSSs) that wrapped rubber-sleeves around the stud roots were introduced to improve ductility and reduce the stiffness of connectors. However, the shear performance of grouped RSSs embedded in UHPC remains unclear, which hinders their application in practices. Against this background, systematic experimental and numerical studies were conducted to investigate the monotonic and cyclic shear performance of grouped RSSs–UHPC pocket connections. The results indicated that wrapping rubber-sleeve could increase the ultimate slip capacity and remained sufficient shear resistance, demonstrating great potentials of grouped RSSs–UHPC pocket connections in PSUCBs. Increasing the rubber-sleeve thicknesses and height effectively improved the ultimate slip capacity and deformation recovery, but led to the significant plastic deformation accumulation and cyclic stiffness degradation. Finally, design recommendation on rubber-sleeve configuration rationalization, ultimate shear resistance and load–slip relationship predictive models were provided.

Push-out test behavior and damage detection of steel-UHPC composite using PZT sensing

This present study investigates the failure mechanisms and damage evolution at the steel-UHPC interface through static push-out tests and active sensing monitoring on 15 steel-UHPC specimens. To address the ductility issue of embedded studs in UHPC as specified by Eurocode 4 to be at least 6 mm, the selected parameters particularly include large-diameter studs (≥25 mm), high-strength studs, and bolted connectors, which less frequently involved in current research. The test results indicate that large-diameter studs and bolted connectors can enhance the ductility of the steel-UHPC specimens. However, the use of high-strength studs further reduced the ductility of the specimens due to welding quality issues. Furthermore, to explore the evolution of damage at the steel-UHPC interface, the Piezoelectric Transducer (PZT)-based active sensing system was employed to continuously monitor the development of slip damage at the steel-UHPC interface during the static push-out tests and then evaluate the specimen's damage under different loading conditions. By analyzing the wave response of the piezoelectric sensor, the results reveal a strong correlation between the damage index, obtained through wavelet packet analysis, and the progression of interface slip. This correlation enables precise identification of critical damage, such as interface debonding and connector fracture, during the loading process. Utilizing the test outcomes, a quantitative relationship between the damage index and slip for the purpose of structural damage assessment has been built. Finally, based on the test data, this study assessed the applicability of current shear resistance design equations, proposed a refined load-slip relationship for studs, and offered well-founded design recommendations.

Experimental and numerical analyses on the shear behavior of grouped single-embedded-nut high-strength bolts in steel–ultra-high-performance concrete composite slabs

Incorporating utilization of ultra-high-performance concrete (UHPC) slabs and single-embedded-nut high-strength bolts (SENHSBs) can optimize the structural performance and construction efficiency of steel–concrete composite slabs. Typically, SENHSBs are required to be densely arranged in groups to transfer sufficient interfacial shear forces in complex stress regions. However, the investigations focused on the performance of grouped SENHSBs embedded in UHPC slabs is limited. Against this background, 15 push-out tests were conducted, accompanied by comprehensive numerical analyses, to study the shear behaviors of grouped SENHSBs in steel–UHPC composite slabs. The test results demonstrated that the failure model was governed by SENHSB fracture. Specimens with the longitudinal spacing of twice the bolt diameter exhibited overlapping crushing areas in the UHPC slabs. The longitudinal spacing significantly influenced both the ultimate shear and ultimate slip capacities of the grouped SENHSBs, whereas the transverse spacing significantly affected both the shear stiffness and maximum slip of grouped SENHSBs. Additionally, the per bolt ultimate shear capacities of the specimens with multi-layer SENHSBs were significantly lower than those with single-layer SENHSBs. The SENHSBs located at various positions experienced different shear stresses, and the deviations became more significant as the longitudinal spacing decreased. Consequently, a formula was proposed to evaluate the strength reduction factor of the grouped SENHSBs. Furthermore, accurate models were developed for determining the ultimate shear capacity and load–slip relationship of grouped SENHSBs in steel–UHPC composite slabs.

Experimental study on the mixed mode debonding by using a modified CFRP-to-steel double strap joint

The bond response of CFRP-to-steel joints in mixed mode-I/ΙΙ is a big concern since the loads consistent with mode-I may decrease the shear load capacity of the joints. For this motive, the current work introduces a modified CFRP-to-steel double strap bonded joint in which different initial peeling angles can be created. The specimens were monotonically loaded with a tensile machine until failure that subjected the CFRP-to-steel joint to a pull-pull condition. Although the specimens were geometrically symmetric throughout their length, the results showed that the initial debonding only occurred on one side of the two bonded CFRP strips. The side that initially debonded showed an interfacial failure between the CFRP strip and the adhesive, while the other side showed a CFRP delamination. The increase of the peeling angle significantly affected the initial shear load capacity, which decreased from the baseline 0° by 50% and 70% when 2° and 3° were adopted, respectively. Moreover, a peeling angle of 4º was found to be the critical peeling angle for the adopted CFRP-to-steel joints, i.e. the angle beyond which the specimens debond when subjected to pure mode-I loading even before any loads consistent with pure mode-II were applied to the bonded joints. The initial debonding induced a quick increase in the global slip and lower stiffness in the load-slip relationship. For the bonded region near the CFRP-loaded end, the maximum bond shear stress decreased from 20 to 7.5 MPa when the initial peeling angle varied from 0º-3º. To represent these effects on the local bond behavior, a new nonlinear bond-slip relationship is proposed and adjusted with the Integrate Absolute Errors (IAE) to the experimental results, which was achieved with IAE values lower than 4%. The results show, therefore, a high precision and versatility of the model to locally represent the bond behavior of the present CFRP-to-steel joints with different initial peeling angles.

Ensaios de push-out: conexões por aderência no contexto de lajes treliçadas

Abstract Composite structures and precast solutions stand out because they lead to simple, fast erected and economic constructions. In steel-concrete composite construction, shear connectors are used to assure the shear transfer between the steel profile and the concrete slab, enabling the composite action to develop. This paper discusses an innovative technology for connection by adherence, whose resistance is due to friction on various steel-concrete interfaces. The authors consider that this type of shear connection is suitable for composite beams with latticed joists slabs, and the study developed intends to analyze the behavior of the proposed connection, in this application's context, through experimental and numerical approaches. For this purpose, push-out specimens were fabricated and tested in accordance with Eurocode-4 requirements, where the connection behavior is analyzed in terms of its load-slip relation, and the failure modes are identified. Experimental and numerical results allowed to induce that the connector by adherence made with a checkered steel plate is appropriate to be used in composite structures, as it exhibits satisfactory shear resistance and ductility performance. Also, specimens with latticed joist slabs presented average load capacity values with the same magnitude as the average load capacity obtained in models with solid slabs, despite being more prone to cracking. From the parametric study, an increase of 100% in the connector height implied strength increase from 16% to 25%, depending on slab type.

An analytical model to predict bond behavior of fiber reinforced polymer bonded to concrete with an end anchorage system

The end mechanical anchorage system has been widely applied in the conventional externally bonded reinforcement (EBR) technology, to hinder the premature debonding failure of fiber reinforced polymer (FRP) laminate, especially for the reinforcement structures with prestressed FRP due to higher interfacial shear stress at the ends. Through the introduction of the hinge as the substitution of end anchorage, this paper presents a numerical model based on the bilinear bond-slip model and ordinary differential equations in elastic, elastic-softening, and elastic-softening-debonding stages. The bond behavior of the FRP-concrete interface under the end anchorage in different stages is predicted, obtaining the analytical expressions of interfacial load-slip relation, interfacial shear stress distribution, and the stress distributions of FRP. Additionally, two experimental programs from this group and previous literature were involved in this study to validate the accuracy of the numerical model. The comparison shows they are in good agreement. Moreover, it indicated that the strength increase is linear with the torque applied in the end anchorage, but bonding strength is not the case.

Shear properties of composite steel plate connectors for prefabricated steel–concrete composite beams

As a critical component of prefabricated steel–concrete composite beams, ideal connectors can ensure the mechanical properties of bridges and significantly improve the efficiency of assembly construction. CSPC connector (Composite steel plate connector) with excellent load-slip curve and assembly construction efficiency was designed to realize fast and simple assembly construction. CSPC connectors require prefabricated bridge deck with no holes and low installation accuracy requirements. The results of 6 push-out specimens and 12 finite element models show that the CSPC connector exhibits an excellent load-slip curve compared to the existing connectors, and its shear stiffness and ductility coefficient are 1.03 and 1.51 times that of the stud connector, respectively. The shear stiffness and shear capacity of CSPC connectors are 0.79 times and 0.96 times the original when the grouting material age is reduced from 28 days to 3 days due to the rapid construction demand. The weakening of shear capacity is not obvious. The shear capacity of the CSPC connector comes from the connection between high-strength bolts and composite steel plates. The pressure-bearing effect of grouting material is crucial in connecting composite steel plates. Meanwhile, the composite steel plate of CSPC connector should be designed with equal thickness, a height of 30 mm and a spacing of no more than 10 mm. The recommended ratio of high-strength bolt diameter to composite steel plate thickness is 1.25. Finally, fit the load-slip relationship of CSPC connector, and propose a shear capacity formula with a deviation of less than 12 % from the test results.

Shear behavior of short studs in steel-thin ultrahigh-performance concrete composite structures

Steel-concrete composite structures gradually tend to be thinner and lighter in modern bridge engineering. Ultrahigh-performance concrete (UHPC) as an innovative solution has been used to upgrade the behavior of composite structures and accelerate construction, and short stud connectors are the key elements to guarantee the effective connection of steel and concrete components. This study conducted push-out test to explore the failure modes and load-slip relationships of short studs in steel-thin UHPC composite structures (STUCs). The experimental findings revealed that the fracture of the stud shank and local concrete crushing dominated the failure modes of all specimens. Increasing stud diameter could enhance shear strength, while arranging short studs densely and decreasing stud height could result in the reduction of shear capacity of a single stud. The experiment data were employed for the construction and verification of the finite element models. The impact of several parameters on the shear strength was investigated via the validated numerical models. The shear strength increased approximately linearly with stud diameter for short studs in thin UHPC layers, but the cover thickness and UHPC strength had a slight impact. The shear capacity of short studs couldn't be negatively impacted by reducing the aspect ratio to 3.16. In addition, the ultimate shear capacity significantly decreased due to the grouped stud effect for grouped short studs when the spacing between the studs was less than 70 mm. The shear capacity was conservatively predicted by these specifications for short studs in thin UHPC layer, according to the comparison of the simulated data with the existing construction specifications. Finally, a new equation considering multiple parameters was proposed and validated by the test data, which could precisely predict the shear strength of short studs in STUCs.

Push-out behavior of GFRP bolts shear connectors in FRP-concrete hybrid beam

GFRP bolt has emerged as a promising shear connector in FRP-concrete hybrid beams due to flexible arrangement and ease of installation. Shear connectors are critical to maintaining the composite action and are key to the design of hybrid beams. 30 push-out tests were conducted to investigate failure mode, ultimate strength, and shear load-slip (P-S) relationship of GFRP bolts. Test parameters included bolt types, layout of bolts, longitudinal row spacing of bolts (Sl), bolt diameter (d), and bolt embedment depth (he). Results revealed that specimens with GFRP bolts exhibited bolt shank shear failure, pry-out failure of bolts, and splitting failure of concrete. In contrast, specimens with stainless-steel bolts suffered bearing failure of bolt holes in the FRP flange. Typical P-S curves of GFRP bolt specimens consisted of micro-slipping and significant-slipping phases, showing non-linear response, while P-S curves of stainless-steel bolts exhibited a linear response till failure. The effect of layout of bolts was found negligible if the longitudinal row spacing and horizontal spacing was not less than 6d and 4d, respectively. Specimens with a larger d and he demonstrated greater shear capacity. Based on the test results, prediction equations associated with failure modes were introduced to predict the capacity of GFRP bolt, which yielded results in accordance with experiments. Additionally, a refined description of P-S relationship was proposed by curving fitting, and the results correlated well with the experiments.

A Simplified Method for Predicting Bond-Slip Behaviour of Ribbed Bars and Threaded Rods Glued in Glulam along the Grain.

The bond between a steel reinforcement/rod and glulam plays a crucial role in the resistance and deformation capacity of timbers joints. Existing studies provide different bond-slip models for reinforcements and rods with different anchorage lengths, in which the relationship between local bond stress and global bond behaviour cannot not be established. This study presents a unified analytical method for predicting the bond-slip behaviour of ribbed bars and threaded rods along the grain using a local bond-slip model of reinforcement at the elastic and post-yield stages. In the analytical method, equilibrium, compatibility, and constitutive models for reinforcement and rods are considered. The method is verified using test data of rebars and rods with different anchorage lengths. Comparisons between the experimental and calculated results suggest that the analytical method yields reasonably good predictions of the load-slip relationship and failure mode. Furthermore, the embedment lengths required for yield and the ultimate strengths of the reinforcement and rods along the grain are determined by assuming uniform bond stress distributions over the elastic and post-yield steel segment. The average bond stress over the entire anchorage length is calculated and compared with existing equations. Design recommendations for anchorage lengths are proposed for ribbed bars and threaded rods glued in glulam.

Effects of fiber content, inclination angle, and casting point on the fiber-matrix interaction of High-Strength Fiber-Reinforced Self Compacting Concrete

This experimental study examines the pullout behavior of aligned and inclined steel fibers embedded in High-Strength Fiber-Reinforced Self Compacting Concrete (HSFRSCC). The effects of four fiber contents (0, 0.25, 0.50, and 0.75%), three inclination angles (0°, 30°, and 45°), and three concrete casting points on the formwork were investigated. The analyses were performed based on load-slip relationships, maximum pullout load, dissipated energy, failure mode, and spalling area. The fiber pullout behavior evidenced the importance of the presence of fibers in the concrete matrix. The pullout loads and pullout energy presented a better performance than the unreinforced matrix when the fiber content was increased to 0.75%; the confinement effect of the fibers in the matrix explains this mechanism. Regarding the failure mode, some inclined fibers at 30° and 45° presented rupture during pullout, more recurrent for 45° and for the matrices that offered greater confinement (0 and 0.75%). Furthermore, the spalling area increased with the inclination angle; it was found that the presence of fibers in the matrix influences the propagation of cracks during the matrix spalling. In some cases, these can increase the susceptibility of fiber rupture during the pullout. Finally, it was inconclusive that the pulled fibers' position relative to the casting point and, consequently, the fiber orientation influences the pullout load.

Finite element modelling of lattice angle steel structures exposed to wildland fires

Essential civil infrastructure such as transmission line supporting towers and communication base towers that are traditionally formed from lattice angle steel structures are critical global assets, since their development promotes the establishment of electric power supply systems and modern telecommunication networks. Because this infrastructure is commonly located in rural and urban wildland areas, such towers may be prone to wildland fire attack, particularly in the current climate of severe heatwaves and droughts. Accordingly, a comprehensive study of the behaviour and response of lattice angle steel structures under fire loading is needed to assist in structural design to resist fire loading. In this paper, a finite element (FE) model of lattice angle steel structures is constructed using ABAQUS software. Several aspects that include material and geometric non-linearities, load eccentricities on component members, bolted joint slippage, and the use of the explicit dynamic analysis technique for a quasi-static loading procedure, are considered and applied in the FE model. The accuracy and reliability of the FE representation are validated by comparing its predictions with relevant existing experimental results. By incorporating the codified temperature-dependent material properties of structural steel as well as a calibrated load-slip relationship for bolted connections at elevated temperatures, the FE model is extended for performing structural fire analysis. The variations of the steelwork temperatures in wildland fires can be calculated based on representative temperature-time wildland fire curves and is adopted in the fire analysis. By invoking the FE model, an example of lattice angle steel structures is contrived to elucidate the fundamental behaviour of these structures in wildland fires, through both steady and transient state fire analyses. Parametric studies are also undertaken to evaluate the effects of the changes in the wind load direction, bolt pretension and the protection of critical panel sections on the behaviour of lattice structures when exposed to wildland fires.