Compressive Load-carrying Capacity Research Articles

Experiment and enhancement of compressive strength perpendicular to the grain of inorganic-bonded bamboo composite

ABSTRACT The inorganic-bonded bamboo composite (InorgBam) is a novel type of bamboo-based composite: a combination of magnesium oxysulfide inorganic adhesive and bamboo fiber strips, which exhibits significant material anisotropic characteristics with compressive strength perpendicular-to-grain typically lower than that of parallel-to-grain. The impact of loading form including full-area compression, middle and end local compression on strength perpendicular-to-grain was examined. The enhancement of compressive strength perpendicular to the grain using the glued-in rods (GiRs) method was tested. A prediction formula for ultimate load-carrying capacity perpendicular to the grain of enhanced InorgBam material was proposed considering the influence of load form and depths of GiRs. Results indicate that the full-area compression perpendicular to the grain exhibits a higher load-carrying capacity compared to the middle and end local compression. The GiRs method significantly enhances the compression strength and deformation behavior perpendicular to the grain of InorgBam material. The compressive load-carrying capacity and elastic modulus of the enhanced specimens can be increased by 83% and 157%, respectively. The prediction formula based on the replacement ratio of GiRs can well predict the strength of enhanced specimens.

Research on the axial compressive behavior of double skin composite wall with steel truss

This paper presents a research on the axial compressive behavior of double skin composite wall(DSCW) with steel truss, which is a novel type of composite wall. The steel truss is constructed by two angles and kinked rebar is acting as the interface connector. Experimental study was introduced briefly and software ABAQUS was adopted for numerical simulation analysis. By comparing with the experimental results, the accuracy of the finite element model was verified and then structural behavior of the walls was comprehensively evaluated. A parametric study was carried out to investigate the influences of the strength of steel plate and infilled concrete, truss horizontal spacing to thickness ratio on the compression responses of the composite wall. The results show that the better ductility of the composite wall can be achieved by the lower concrete strength and higher steel plate strength. Besides, the strength of the concrete and the steel plate tends to have a linear correlation with the load-carrying capacity. The horizontal spacing to thickness ratio has the significant influence on the failure mode of the composite wall and local buckling of steel plate can be avoided when the ratio is less than a certain value. In addition, the calculation formula for the axial compressive load-carrying capacity of the composite wall was proposed to provide a reference basis for the application of this type of composite walls in practice.

Axial compressive behavior and load carrying capacity prediction of prefabricated UHPC tube filled with seawater sea-sand coral aggregate concrete

To reduce construction costs, seawater, sea sand, and dead coral are often used in concrete buildings on distant islands. Such seawater-sea sand coral aggregate concrete (SSCAC) typically has insufficient mechanical properties and high chloride ion content. In this paper, a novel composite column, named SSCAC-filled ultra-high performance concrete (UHPC) tube (SFCT), is proposed and studied. The SFCT column combines a prefabricated fiber reinforced polymer (FRP) hoop reinforced thin-walled UHPC tube with the infill SSCAC. A total of 36 relative large-scale columns were conducted for axial compression tests. The SFCT columns showed a multi-crack failure mode on the surface of the tube without obvious peeling-off of the UHPC cover in the whole loading process. The test results reveal that the UHPC tube in the composite system effectively takes on the additional load released by the inner SSCAC during compacting due to the porous nature and low strength of coral aggregates. Therefore, the compressive behavior of the pre-peak stage of SFCT column is effectively improved compared with existing SSCAC confined by FRP tube or hoops, especially important is increased the axial stiffness. The proposed composite system effectively combines the ultra-high compressive performance of UHPC and the lateral confining effect from FRP hoops. A model was also proposed for predicting the axial load carrying capacity of SFCT columns. The analysis results indicate that selecting relatively thinner UHPC tube in SFCT composite system and using relatively flexible and low-cost basalt FRP (BFRP) and glass FRP (GFRP) hoops instead of carbon FRP (CFRP) hoops as the lateral confining component are economical and could be reasonable measures for manufacturing the composite columns.

Eccentric compression capacity of circular CFST columns under random pitting corrosion

This study explores how random pitting corrosion affects the ultimate eccentric load-carrying capacity of corroded CFST columns at various corrosion levels. The research examines how the load-carrying capacity of circular steel tube concrete columns changes under eccentric loading conditions due to variations in the quality loss rate of the external steel tube caused by corrosion. The established finite element model is validated using existing experimental data, showing a high degree of accuracy. Additionally, the study investigates influencing factors, including corrosion thickness (tc/t), both constant and random corrosion (tc/t), eccentricity (e), corrosion pit diameter (Dc), material strength, and component dimensions. The findings reveal how these parameters affect the reduction of eccentric compressive load-carrying capacity. To visually illustrate this effect, the concepts of load reduction factors Rcs′ and Rc′ are introduced, representing the ratio of load-carrying capacity before and after corrosion. Based on extensive random finite element analyses, we propose a load-carrying capacity calculation formula for the eccentric load reduction factor applicable to corroded circular CFST columns. The study also demonstrates that axial compression can be considered a special case of eccentric loading with an eccentricity of 0. Consequently, by incorporating stability and eccentricity reduction factors, adjustments are made to existing axial load-carrying capacity prediction formulas, resulting in the calculation formula for the reduction factor Rc′. By measuring the local quality loss rate of the external steel tube of corroded circular CFST columns, it is possible to predict both axial and eccentric load-carrying capacities.

Bonding Behavior of Cement Mortar Retrofitting for Adobe Masonry Wallette with Groove, Wire Mesh, Shear Dowel, and Sticky Rice Paste.

Damaged adobe masonry is essential to retrofit not only for continued use by less developed populations but also for historical preservation and vernacular landmark maintenance. Coating mortar on adobe can greatly improve the static load-carrying capacity of adobe masonry Wallette. Four retrofitting methods are carried out to enhance the cooperation of mortar and adobe; these four methods focus on the factors of roughness, shear dowel, and mesh size and a novel biological and traditional Chinese binder, sticky rice pulp. The mortar coating with the four bonding enhancement methods can greatly increase both the compressive and lateral load-carrying capacities, with a maximum improvement of 177 and 743%, respectively. The bonding strength has a negative effect on the compressive load-carrying capacity; on the other hand, it has a positive effect on the lateral load-carrying capacity. A range analysis is also carried out, which shows that the shear dowel depth has the greatest effect on both load situations, followed by the wire mesh size.

Exploration on unified calculation of axial compressive load-carrying capacity of square and rectangular concrete-filled steel tubular columns

Due to the nonuniform constraints of the steel tubes on concrete, the calculations of the axial compressive load-carrying capacity of square concrete-filled steel tubular (SCFST) columns and rectangular concrete-filled steel tubular (RCFST) columns are complex problems. In this work, the calculation of axial compression load-carrying capacity of RCFST columns was finely divided into five parts creatively by applying superposition principle. It analyzed the constraint mechanism of rectangular steel tubes on the concrete, the stress state of the concrete in the strong and weak constraint zones, and steel tubes on the height and breadth sides. A unified model of axial compression load-carrying capacity of SCFSTs and RCFSTs was established. Based on the established database including 449 published RCFST and SCFST columns, the rationality, accuracy and wide applicability of the proposed model was verified. The parameter sensitivity analysis of the factors affecting the load-carrying capacity of RCFSTs was carried out, the influences of parameters on the improvement of concrete load-carrying capacity and the reduction of the axial load-carrying capacity of the steel tube were studied in detail.

Probing in situ capacities of prestressed stayed columns: towards a novel structural health monitoring technique.

Prestressed stayed columns (PSCs) are structural systems whose compressive load-carrying capacity is enhanced through pre-tensioned cable stays. Much research has demonstrated that PSCs buckle subcritically when their prestressing levels maximize the critical buckling load of the theoretically perfect arrangement. Erosion of the pre-tensioned cables' effectiveness (e.g. through creep or corrosion) can thus lead to sudden collapse. The present goal is to develop a structural health monitoring (SHM) technique for in-service PSCs that returns the current structural utilization factor based on selected probing measurements. Hence, PSCs with different cable erosion and varying compression levels are probed in the pre-buckling range within the numerical setting through a nonlinear finite element (FE) model. In contrast to the previous work, it is found presently that the initial lateral stiffness from probing a PSC provides a suitable health index for in-service structures. A machine learning-based surrogate is trained on simulated data of the loading factor, cable erosion and probing indices; it is then used as a predictive tool to return the current utilization factor for PSCs alongside the level of cable erosion given probing measurements, showing excellent accuracy and thus provides confidence that an SHM technique based on probing is indeed feasible. This article is part of the theme issue 'Probing and dynamics of shock sensitive shells'.

Stress–Strain Assessment of Honeycomb Sandwich Panel Subjected to Uniaxial Compressive Load

The ship hull structure is composed of plates and stiffened panels. Estimating the maximum load-carrying capacity, or the ultimate strength, of these structural components is fundamental. One of the main challenges nowadays is the implementation of new materials and technologies to enhance the structural integrity, economy, safety and environmentally friendly design of the ship’s hull structure. A new design solution may be represented by aluminium alloy honeycomb sandwich structures, both as plane panels or stiffened ones, which are characterised by excellent impact-absorption capabilities and a high stiffness-to-weight ratio. Still, their response to some conditions typical of ship structural design needs to be deeply investigated. Axial compressive loading is one of the most critical conditions that could impact the structural integrity of such light-weight solutions. Hence, the uniaxial compressive behaviour of aluminium honeycomb sandwich structures has to be deeply investigated to promote their integration in ship structural design. Within this context, the present work performs an experimental and numerical study of a honeycomb sandwich panel subjected to uniaxial compressive loads. The results will help develop models for predicting the uniaxial compressive load-carrying capacity of hybrid honeycomb sandwiches of aluminium alloy design.

Uniaxial compressive performance of an aramid and aluminum honeycomb sandwich structure

In recent years, explosion and impact resistance capacity of composite sandwich structures has been widely studied. However, the study of their basic mechanical properties is still lacking, which severely hinders the application of composite sandwich structures. This paper focuses on uniaxial compressive performance of a sandwich structure, so as to provide design guidance and promote application of such structures. Firstly, a novel aramid and aluminum honeycomb sandwich structure is proposed for explosion and impact resistance. Secondly, experimental and numerical studies on uniaxial compressive performance of the structure were conducted. Seven indices including yield compressive load were introduced to assess compressive behavior of the structure. A simulation framework to predict load-carrying capacity of the structure is proposed, in which the complex aluminum honeycomb was modeled as a cube with equivalent material properties. The mechanism of how the structure collapses under uniaxial compressive load was revealed. Thirdly, parametric sensitivity analysis was conducted. According to experimental and calculated results, the structure approximately undergoes five stages under progressive compression: uniform shrinkage in vertical direction, yielding at local regions of the weaker panel (rear panel), plastic deformation development on the rear panel, overall bending of the whole specimen, and fracture of localized welds. Front panel thickness and initial imperfection have little influence on compressive behavior of the structure, while thickness of the weaker panel (rear panel) is the decisive factor of compressive load-carrying capacity. Yield load, yield displacement, ultimate load, and elastic stiffness increase linearly with the increase of rear panel (316L) thickness, while ductility coefficient decreases linearly with the increase of rear panel (316L) thickness.

Axial mechanical behavior of innovative inter-module connection for modular steel constructions

Modular steel construction (MSC) is a construction mode where volumetric modules are prefabricated in a factory and assembled on-site to form permanent buildings. Inter-module connections are critical to the integrity and robustness of modular steel constructions (MSCs). In this paper, the mechanical behavior of a typical corner inter-module connection under axial tensile and compressive loads was investigated. A tensile test of the inter-module connection was carried out to investigate their axial tensile behavior. The refined numerical model was established, calibrated against the test results and then used to simulate the axial tensile and compressive mechanical behaviors of the inter-module connection. The effects of key design parameters on the axial load-displacement responses of the connection, including the bolt gasket thickness, the bolt diameter and the preload were investigated. The inter-module connection was shown to exhibit excellent load-carrying capacity under axial compression and adequate performance under tension. In terms of tensile resistances, the bolt gasket thickness and the bolt diameter were shown to be the critical parameters, while the section size of the modular columns dominated the compressive load-carrying capacity. Through geometrical parameters correlation analysis, a simplified piecewise polynomial axial load-displacement model with different stiffnesses in tension and compression was employed for predicting the axial load-displacement relationship. The proposed model was shown to be capable of accurately capturing the axial resistance characteristics of the connection while maintaining simplicity, and is therefore recommended for use to represent the axial behavior of the inter-module connection in global frame modelling.

A Review on Flexural Behaviour of RC Beam with Nano-Silica

The partial replacement of cement with nanomaterials such as nano-silica(NS) particles in concrete improves its strength and other properties. In this study, the effect of NS as a partial replacement of cement for concrete mixes and concrete beams was examined. The studied response characteristics of reinforced concrete beams included compressive strength, failure mechanisms, load-carrying capacity, and load-deflection behavior. The results showed that compressive strength increased with an increase in NS content up to 2.0% replacement of cement weight. The rate of increase in compressive strength was no longer significant beyond 2.0% replacement, indeed there was a slight decrease in compressive strength for NS content of 3.0%. The effect of increased NS content on the flexural behavior of beams was also studied. Increased NS content led to increases in the first-cracking and ultimate loads and reductions in the deflection at cracking and ultimate load levels.

Experimental study on the panel size effects of the low velocity impact (LVI) and compression after impact (CAI) of laminated composites, part II: CAI

This paper is part II of a study on the CAI responses of laminated composite panels. Panels with three in-plane sizes, two thicknesses, and two stacking sequences were studied using CAI fixtures based on and modified from the industrial standard. The three in-plane sizes are 152.4 mm × 101.6 mm, 177.8 mm × 177.8 mm, and 330.2 mm × 330.2 mm. The two thicknesses are 24-ply and 48-ply. The two stacking sequences are [45/-45/0/90/0/0]ns and [45/0/-45/90]ns. The material system is IM7/977-3. Load–displacement curves, 2D/3D DIC characterization, and ultrasound C-scans are presented. Two types of CAI deformation patterns have been observed. The first type of deformation is mostly in-plane with local buckling, and its corresponding CAI-induced failure concentrates around the impacted plate center. The second type of deformation is with global buckling, and the corresponding CAI-induced failure is unrelated to the LVI-induced damage footprints. Three driving forces for the CAI failure have been identified: LVI-induced damage, global buckling-induced excessive bending, and delamination of the lateral edges. The dominant driving force is dependent on the panel’s thickness-to-length/width ratio, which is found to be the most important geometric parameter affecting the CAI behavior. The experimental results imply that the standard coupon-size (152.4 mm × 101.6 mm) CAI test results do not accurately represent the compressive load-carrying capacity of a composite panel subjected to impact damage. The results reported in this paper call for a re-examination and revision of the existing industrial standard ASTM D7137 (2017) to assess CAI load-carrying capacity.

Probing the stability landscape of prestressed stayed columns susceptible to mode interaction

Prestressed stayed columns are structural systems where the compressive load-carrying capacity is enhanced through pre-tensioned external cable stays. Recent theoretical studies using analytical and nonlinear finite element models have shown that, under certain configurations, this enhancement leads to a sequence of closely spaced bifurcation points beyond the critical one. This undesirable characteristic can give rise to dangerously unstable interactive post-buckling behaviour including ‘mode jumping’ and ‘snaking’ phenomena. Even though these highly nonlinear behaviours can be readily modelled using numerical methods, they cannot be verified robustly using traditional quasi-static testing techniques based on force or displacement control at a single point. The current work explores a novel testing concept for potential experimental implementation, from the theoretical and numerical point of view. The concept allows the stability landscape of prestressed stayed columns to be ascertained by controlling the shape of the structure at multiple points. By controlling the mode shape of the structure, it is possible to traverse limit points, path-follow otherwise unstable equilibria, pinpoint bifurcation points and branch-switch between different post-critical segments of the equilibrium manifold. To explore the feasibility of the new testing method, we have created a virtual instantiation of the experiment in the commercial finite element package Abaqus, coupled to a control algorithm that coordinates the movements of the different control points. A number of different stability phenomena that have previously been identified analytically and numerically are reproduced successfully in the virtual test environment. Moreover, a noise sensitivity study is conducted to assess the robustness of the experimental technique proposed herein. The present work lays the foundation for physically assessing the stability landscape of prestressed stayed columns in a more comprehensive way.

Experimental study on buckling resistance of Guadua angustifolia bamboo column

An experimental study was conducted to evaluate the buckling behavior of 190 Guadua bamboo culms of various lengths. These were subjected to an axial compressive load until failure. The geometrical and physical properties of each culm were measured, as well as its compressive strength and load carrying capacity. The buckling reduction factor (ψ) – which is the ratio of the ultimate buckling load (Fcr) to the ultimate compressive load (Fu) or the ratio of the ultimate buckling stress (σcr) to the ultimate compressive stress (σu) – was determined for each specimen. Several formulas were investigated by means of linear and non-linear regression in order to find the best fit for ψ. Separate models for intermediate and long members, as well as models combining the whole range of the slenderness ratios (λ) were proposed. Rankine-Gordon’s and Ylinen’s buckling formulas proved to be suitable to determine the buckling reduction factor for the whole range of slenderness ratios for the Guadua bamboo specimens studied, whilst Euler’s formula is more appropriate for longer columns. For the intermediate columns, the Newlin-Gahagan’s buckling formula was initially evaluated; however it was deemed unsuitable due to its unsatisfactory statistical performance. As a replacement, the Johnson buckling formula was derived. Ylinen’s buckling formula appears to provide the best fit and it is therefore recommended for Guadua column design. A maximum slenderness ratio was calculated at the ψ = 0.057, which resulted in a slenderness ratios of 139, 214, and 161, when calculated by Rankine-Gordon’s, Ylinen’s, and Euler’s buckling formula, respectively. Those ratios are approximately equivalent to 43, 67, and 50 length to diameter ratios (L/D). Since Ylinen’s equation is the best fit buckling formula among others, it is recommended that the length does not exceed 67 times the diameter (L/D < 67). When the buckling reduction factor is used in combination with characteristic value, the load carrying capacity of a column of any length can be safely used in design of Guadua bamboo culms.

Residual compressive load-carrying capacity of cross-laminated timber walls after exposed to one-side fire

Cross-laminated timber (CLT) panels are broadly utilized as structural members in modern timber structures. Variation in the residual resistance of CLT walls after fire exposure may lead to disruption of vertical force transmission and, in turn, structural collapse. To investigate the residual compressive load-carrying capacity of CLT walls after exposed to one-side fire, a series of tests were conducted on 3-ply and 5-ply members: axial compression tests, fire tests, and residual compressive load-carrying capacity tests. Combining the initial geometric defects obtained from the test results and the effect of shear deformation, theoretical formulae describing the compressive load-carrying capacity were deduced. Further considering the different mechanical properties over the residual cross-section model after fire, and the relative position between Region A and CLT orthogonal configuration, the calculation method of the residual compressive load-carrying capacity after fire were derived. The results of the residual compressive load-carrying capacity tests showed that the failure mode of the CLT walls after one-side fire was the eccentric compression, and the nonlinear segments of the load-axial and load-lateral displacement curves after fire accounted for larger proportion than those of axial compression tests. For the same total section thickness, the reduction in residual capacity of the 5-ply walls after fire was less than that of the 3-ply walls. The calculation results of the eccentric compression formulae considering shear deformation and initial geometric defect showed good agreement with the test values of axial compression tests. The residual compressive load-carrying capacity after one-side fire was predicted appropriately, which could be used as reference for assessing the residual load-carrying behavior of CLT elements after fire.

Computational Micromechanics for the Optimization of Compression Strength of Unidirectional Carbon Fiber Composites for Use in Wind Turbine Blades

As wind turbine blades grow longer, new design parameters gain additional importance such as blade weight, tip deflection and material cost. These parameters require designers to relook at carbon fiber as a potential design solution. However, the composite materials in wind turbine blades are subjected to significant compressive loading, and the compressive strength of carbon fiber reinforced polymer (CFRP) composites is much lower than its tensile strength. This reduction in compression strength is due to a change in failure mode from that seen in tensile loading. The aim of this study is to investigate three factors that affect the compressive failure response of CFRP composites. These factors include fiber defect severity, volume fraction, and multiaxial loading.Compressive strength was shown to have decaying sensitivity with increasing fiber misalignment. Decreasing the volume fraction not only decreased the compressive strength but also increased the compressive failure strain. In addition, adding in-plane shear loads proved detrimental to the compressive load-carrying capacity of a composite structure. This research showed minimizing fiber misalignment in manufacturing processes is only beneficial for high tolerance processes. Decreasing volume fraction could be beneficial for highly flexible structures. Finally, the results demonstrated the need to minimize multiaxial loading for optimal composite compressive response.

Compression resistance of short members as the basis for structural grading of Guadua angustifolia

This study develops the structural grading of Guadua bamboo culms subjected to axial compression. Both strength and capacity grading methods are explored. Several candidates for Indicating Properties (IPs) were measured and calculated. The strongest coefficients of determinations for structural grading were related to densities [e.g., (conventional) density (ρ) and linear mass (q)]. Density (ρ) is best IP for strength grading if the culm section is taken as a hollow circle. Alternatively, linear density or linear mass (q) provides higher coefficients of determination when used for capacity grading. By using intervals of each indicating property (IP), several structural grades were developed. Each grade has its Grade Determining Properties (GDPs) include mean compressive strength (fc) or load carrying capacity (Fu), five percent exclusion limit (R0.05), and characteristic structural property (Rk). The latter could be used in structural design. As bamboo is a hygroscopic material, the IP should be adjusted into standardized moisture content (12% Mc). The moisture content effect on compressive strength and capacity should also be measured to increase the reliability of estimation if densities (ρ or q) are chosen as the IPs. Since external diameter can infer the linear mass (q) and is also significantly correlated with wall thickness (t), average external diameter (D) may also be used as the sole IP in capacity grading. Structural grading can reduce the variability of Guadua’s structural properties since it classifies the culm into several suitable grades.

Flexural Behavior of Polypropylene Fiber Reinforced Concrete Beams

This paper portrays an experimental research conducted to determine the strength and flexural behavior of the polypropylene fiber reinforced beams. Polypropylene fibers were being added in concrete with different dosages viz., 0.6, 0.8, 1.0, 1.2, 1.4, and 1.6% to the total volume of concrete and Ordinary Portland Cement (OPC) and Portland Slag Cements (PSC) were added in the ratio of 60:40 with the overall cement content. Cubes were cast for compressive strength test and cylinder were cast for tensile strength test and beams were cast for flexural strength test. Seven beams were tested; one normal beam without polypropylene fiber and six beams with polypropylene fiber were cast and flexural strength test was conducted. Polypropylene fiber and slag cements were used in mass concrete structures to reduce heat of hydration and shrinkage cracks. Flexural strength and the cracking pattern were monitored during the test. The results indicated that the addition of polypropylene fibers and slag cements in concrete significantly increased the compressive strength, tensile strength, flexural strength and load carrying capacity of beams with different cracking patterns

Experiment and code-based study on high-strength steel pin-ended angles under axial compression

Abstract This study describes an experimental and numerical modelling investigation of the buckling behaviour and load-carrying capacities of pin-ended hot-rolled high-strength structural steel equal-leg angle section columns. The testing programme involved material testing, measurements of the initial geometric imperfections, and 48 pin-ended column tests. The non-linear finite element models were developed considering the residual stresses, geometric imperfections, and stress–strain curves obtained from the tension coupon tests, and the models were validated. Next, a parametric study was carried out to generate additional numerical data. The experiment and numerical results were analysed in detail and then utilised to evaluate the accuracy of the established design rules in China, the USA, and Europe. Through an in-depth comparative study, it was proved that the prediction of the compressive load-carrying capacity of high-strength steel angle section columns, using code GB50017, is relatively accurate.

Introduction to the research

Innovations in glass technologies and engineering over the last decades have altered the way we perceive glass. Combining transparency, durability and a compressive strength exceeding that of concrete and even structural steel, glass has evolved in the engineering world from a brittle, fragile material to a reliable structural component with high compressive load-carrying capacity. At present, the structural applications of glass in architecture are constantly increasing, yet with a considerable geometrical limitation: although glass’s fabrication boundaries have been continuously stretching so far, glass structures are still dominated by the limited shapes which can be generated by the combination of the virtually 2-dimensional, planar elements produced by the float industry. Whereas glass panels in float production can stretch more than 20 m in length, the width is restricted to 3.21 or 4.5 m and the maximum commercial thickness is only 25 mm (Lyons 2010; Schittich et al. 2007; Patterson 2011). Cast glass can overcome the design limitations imposed by the 2-dimensional nature of float glass. By pouring molten glass into moulds, solid 3-dimensional glass components of almost any shape and cross-section can be obtained1. Such objects can be shaped to form repetitive units for free-form full-glass structures that do not buckle due to their slender proportions, thus taking full advantage of the high compressive strength of glass; a solution little explored so far. Discouraging factors such as the meticulous and time-consuming annealing process required, the to-date non-standardized production, and the corresponding high manufacturing costs, have limited cast glass to only a handful of realized architectural applications. Consequently, there is a lack of engineering data and a general unawareness of the potential and risks of building with cast glass as a structural material. The loadbearing function of cast glass in architecture remains an unmapped field. Scope of this research is to explore the structural potential and limitations of solid cast glass components and introduce cast glass as a promising construction material in architecture, indicating both the potential and limitations of this alternative production process for glass in buildings. To achieve this, the research focuses on the development and experimental validation of two new design concepts for selfsupporting envelopes made almost entirely of cast glass components: adhesively bonded and interlocking cast glass components.