Capacity Of Slabs Research Articles

A Study on the Effects of Punch-to-Span Ratio and Longitudinal Reinforcement Eigenvalues on the Bearing Capacity of RC Slab–Column Connections

The region of the RC slab–column connection is subject to complex forces and is susceptible to localized damage, leading to progressive collapse incidents, which has raised considerable concern among the engineering community. At present, the research on slab–column connections exhibits several shortcomings, including a limited number of specimens, incomplete consideration of various factors, and unclear boundaries in defining failure modes. A comprehensive consideration of the punch–span ratio (a/h0) and longitudinal reinforcement eigenvalues (ρƒy/ƒc) is lacking, and the calculation formula for load bearing is not subdivided based on distinct failure modes. In this study, finite element software is utilized to construct 42 models of slab–column connections. The variables considered encompass three factors: the punch–span ratio, the longitudinal reinforcement ratio, and concrete strength. The examination and evaluation encompass the analysis of the load–displacement curve, reinforcement stress change curve, section crack distribution pattern, and stress contour map obtained through model loading. The primary parameters defining the boundaries of the three failure modes in the slab–column connection are the punch–span ratio and longitudinal reinforcement eigenvalues. Utilizing the punch–span ratio and longitudinal reinforcement eigenvalues as key parameters, a punching and flexural failure model for slab–column connections without abdominal bars is formulated. The calculation formula for bearing capacity, encompassing flexural, flexural and punching, and punching shear failure, is derived. A comparison between the revised formula and the standard formulas from major countries indicates that the revised formula is more comprehensive, providing a more accurate and secure prediction within the scope of this study.

Experimental Investigation on the Rehabilitation of RC Flat Slabs Using CFRP Sheets to Enhance Punching Shear Capacity

In this paper, the feasibility of strengthening a flat column–slab connection within the carbon fiber reinforced polymer (CFRP) has been investigated through experimental study. The experimental program includes a set of nine reinforced concrete flat slab specimens. Three unaltered specimens served as control slabs, while an additional six samples were strengthened with various CFRP configurations to enhance their shear capacity. The strain distribution, ductility, punching shear resistance, stiffness, and crack formation were studied. The result of experimental studies showed that in the direct method of strengthening in which two layers of unidirectional CFRP sheets were employed in two opposite directions, the ultimate punching shear resistance improved by 64%, 44.7%, and 15.3%, with respect to the location of the column connection, as compared with the control specimens. In the case of using one layer of unidirectional CFRP strips, the punching shear resistance was enhanced by approximately 16% and 39%, considering the configuration of CFRP sheets and the amount of strengthened and adhesive layers used. Following the outcomes of this research, the application of CFRPs in improving the resistance capacity of flat slabs against the punching shear is considerable. The reported outcomes were compared with the latest provisions of ACI to show the efficiency of the presented strengthening. Finally, a parametric study was performed assuming different loading locations to assess the effect of the loading region on the response of RC slabs. Results indicate that approaching the loading location toward the RC slab supports results of an increase in the load-bearing capacity and a reduction in the ductility of the RC slab.

Punching shear capacity of fiber-reinforced concrete suspended slabs: Database analysis and models assessments

The punching shear capacity is critical in the design of suspended slabs. Fiber reinforcement has been introduced to improve the punching shear capacity of these slabs. Several models have been used to predict the punching shear capacity of fiber-reinforced concrete slabs (FRCS). Some of these models accounted only for the contribution of concrete (e.g., ACI 318–19 and CSA-19), while others also accounted for the contribution of reinforcing steel (e.g., JSCE-07 and Eurocode-2 and/or fibers (e.g., fib MC-10). In the present study, experimental results from 240 FRCS and 78 control slabs (without fibers) were collected and analyzed to assess the effect of various parameters and the extent to which these parameters affect the predicted punching shear capacities by various models. Four main parameters, concrete compressive strength, steel reinforcement ratio, fiber reinforcement, and punching shear perimeter, were considered in the assessment of various design and theoretical models. The study revealed that most design-based models underestimate, to varying degrees, the punching shear capacities with large variability. To better capture the dependence of the punching shear capacity on the four main parameters, a new model was proposed for FRCS. The proposed model considers the critical shear perimeter at a distance d from the face of the column and accounts for the fiber contribution as a function of the residual strength parameter obtained from standard beam tests (ASTM C1609). Predictions of the proposed model were characterized by high accuracy and low coefficient of variation (CV).

Investigation on the influence of fiber fraction and orientation on the mechanical properties of fiber‐reinforced concrete slabs

AbstractThe current work examines an experimental and numerical investigation into how steel fiber reinforced concrete (SFRC) slab failure behavior is influenced by fiber orientation by pouring concrete in slab elements. Double‐ended hooked steel fibers with an aspect ratio of 50 were used in varying percentages by volume. Fresh and hardened properties of SFRC were determined based on slump flow, V‐funnel, L‐box, J‐ring test, compression, and flexure tests. The effects of different pouring/casting locations (center and corner), fiber orientation, and fiber content (0, 0.5%, and 1.0%) on the crack pattern of the SFRC slab were observed. While casting, the concrete was allowed to flow through a 30° chute angle to enhance the flowability of concrete. The SFRC slabs without fiber reinforcement undergo brittle failure without forming any prior micro cracks. Slabs with fibers experience ductile failure and show significant post‐cracking strength. The concrete's pouring position only affects the failure crack's inclination for the given workability. In the case of the corner cast slab, the crack was propagated from one edge to the opposite edge of the slab in a straight line and split into two halves. This crack pattern suggested that the fiber distribution was concentrated in half of the slab part in which the pouring corner was located. Adding 0.5% and 1.0% fiber content increased the load‐carrying capacity of slabs by 1.31 and 2.15 times, respectively. In addition to fiber content, the pouring position of concrete also made a difference in the load‐carrying capacity of slabs. The concrete pouring in the slab from the center position with 0.5% and 1.0% fiber content has 17.2% and 40% more load‐carrying capacity compared to the concrete poured in the slab from the corner position with the same fiber content. The deflection and load‐carrying capacity obtained through finite element modeling (FEM) fit the experimental results well.

Study on post-fire resistance of ceramsite foamed concrete sandwich composite slabs

The ceramsite foamed concrete sandwich composite slab has the characteristics of light weight and good heat insulation performance. At present, there are few research on the fire resistance of ceramsite foamed concrete sandwich composite slab at home and abroad, and the damage mechanism of ceramsite foamed concrete sandwich composite slab under fire is not clear. To fill this gap, constant load-temperature rise fire test and static loading test on five slab specimens are conducted by varying the parameters such as sandwich layer thickness, reinforcement pattern, shear span ratio and construction method. Based on the test, the results are studied, including the temperature distribution and deformation characteristics under fire, load–displacement curves, crack pattern and damage mode, residual bearing capacity of the slab after fire. The results show that ceramsite foamed concrete sandwich composite slab has good thermal insulation performance, the overall working performance, flexural bearing capacity and deformation ability of the slab is mainly affected by the slip at the composite surface. The integrity of the slab and the residual bearing capacity and ductility after fire could be significantly improved by the configuration of truss rebar. It is suggested to decrease the time difference of concrete placement at the composite surface or set shear keys and truss rebar to improve the cooperative working ability between the surface layer and the sandwich layer. Moreover, Finite Element analysis is carried out by ABAQUS software and the results show good agreement with experiment results. A new compositeness degree analysis (CDA) method for calculating the residual bearing capacity of ceramsite foamed concrete sandwich composite slab after fire considering different compositeness degree is proposed, which could be used for the practical engineering design.

ВЛИЯНИЕ ШАГА ДОСОК В ПОПЕРЕЧНОМ СЛОЕ НА ДЕФОРМАТИВНОСТЬ И РАСПРЕДЕЛЕНИЕ НАПРЯЖЕНИЙ В ТРЕХСЛОЙНОЙ CLT-ПАНЕЛИ, СМОДЕЛИРОВАННОЙ КАК СОСТАВНАЯ ПЛАСТИНА

Cross-laminated timber (CLT panel) and its structures are interesting for engineers and scientists due to its low installation weight, ease of fabrication, high strength and durability. However, many aspects remain under-researched. In particular, the issue of changes in deformability and bearing capacity of slabs under different variations of geometrical parameters in the layers of the structure had not been studied. We studied the effect of the pitch of the transverse layer in a three-layer CLT panel on the deformation and distribution of the resulting normal stresses. The model was a composite orthotropic plate. Because of the lack of a unified methodology for calculating layered materials with orthotropic properties in the layers, the studies were carried out by means of the SCAD+ computational complex using the finite element method. The article obtained, systematized and clearly showed the deflection and stress dependences of varying lamella pitch in the transverse layer of a three-layer CLT panel. The results provide a better understanding of the dependence of deformability and stress distributions on the variation of board pitch in the transverse layer of the slab. In the future, this will allow us to explore opportunities to optimize the design of the CLT panel in order to reduce its weight, cost, reduce resource consumption while maintaining the required characteristics.

Performance of FRP-Upgraded RC One-Way Ribbed Slabs with an Opening in Flexure Zone

Reinforced concrete (RC) one-way ribbed slabs serve as a prevalent flooring solution in the Middle East. In this region, the occurrence of openings within these slabs is frequent, particularly when making modifications to existing buildings. However, these openings compromise the stiffness and load-bearing capacity of the slabs, necessitating strengthening measures. All of the available investigations were carried out on strengthening RC one- and two-way solid slabs with openings. However, a noticeable research gap exists, as none of these studies have delved into the strengthening of RC one-way ribbed slabs with openings. This gap was bridged in this study by conducting a comprehensive experimental inquiry into the effectiveness of utilizing fiber-reinforced polymer (FRP) laminates to restore the flexural capacity of RC one-way ribbed slabs featuring flexure openings. The experimental program comprised four half-scale one-way ribbed slabs (having three ribs) divided into one unstrengthened specimen without openings to act as a reference, one unstrengthened specimen with a single opening located in the peak-moment region, and two FRP-strengthened slabs each having a single opening located in the peak-moment region. The dimensions of each slab were 2600 mm (length) × 825 mm (width) × 175 mm (thickness). The openings were square (side length = 400 mm), which included cutting the middle rib. The slabs were tested under four-point flexure until failure. It was revealed that strengthening slabs using FRP sheets fully restored the flexural capacity, which was even exceeded by up to 8%. However, the secant stiffness and dissipated energy were partially restored compared with the unstrengthened slab without opening, and these response parameters were reduced by up to 19% and 32%, respectively. Moreover, the displacement ductility for strengthened specimens was moderately reduced compared with the unstrengthened specimen without opening. Furthermore, an analytical procedure was suggested based on section analysis for quick and reasonable assessment of the peak load for both unstrengthened and strengthened one-way ribbed slabs with and without flexure openings.

Enhancing punching shear capacity of flat slab: review of strengthening and repairing techniques

A significant number of concrete flat slabs need to be strengthened against brittle punching shear failure due to conversion of existing buildings, material deterioration, the growth of standards, and detailed defects. Furthermore, there are some traditional approaches to strengthen and repair reinforced concrete slabs which can be either cumbersome or expensive. The repairing of the slabs is very important and not optional because, they will be lost without repairing and reconstruction may not be appropriate due to lack of time or other exceptional circumstances. There were many techniques to strengthening and repair the flat slab depend on suitable way and material availability for strengthening like CFRP sheets, TRM jackets, steel stiffeners, steel bolts, column capital, increasing slab thickness and many other techniques. Typically, the strengthening enhanced punching shear capacity, and the increment may reach 90%. Repair specimens’ punching shear capacity, which may be more than that of the control specimen and the repairing techniques can be used for strengthening. From presented studies, it was found that using the same technique for strengthening and repairing gave better results in strengthening, so strengthening slabs before damages occur is important and enhances resistance better.

Longitudinal shear tests and design methods for corrugated steel–concrete composite slabs with recycled coarse aggregate

This study aims to investigate the effects of natural coarse aggregate (NCA) replacement ratio and end anchorage conditions on the longitudinal shear performance of corrugated steel-recycled aggregate concrete (CSRAC) composite slabs. Six composite slab specimens were tested to determine their failure mode, bearing capacity, and deformation behavior. A finite element model of CSRAC composite slabs was established using ABAQUS, and its reliability was validated based on the experimental results. A parametric analysis was conducted to determine the effects of each key parameter on the longitudinal shear performance of CSRAC composite slabs. A design method for the longitudinal shear capacity of CSRAC composite slabs was proposed, taking into account the NCA replacement ratio. The experimental results revealed that the incorporation of end anchorages can significantly improve the longitudinal shear performance of CSRAC composite slabs, resulting in an increase of 45.06% and 62.34% in ultimate bearing capacity for specimens with NCA replacement ratios of 50% and 100%, respectively, when compared to those without end anchorages. As the NCA replacement ratio increases, the longitudinal shear capacity of CSRAC composite slabs decreases. The reduction in longitudinal shear capacity was found to be 2.75%-4.98% and 5.55%-10.02% for specimens with 50% and 100% NCA replacement ratios, respectively, when compared to natural aggregate concrete (NAC) specimens. The NCA replacement ratio is a significant parameter that affects the longitudinal shear performance of CSRAC composite slabs and the proposed design method based on the m-k method for the longitudinal shear capacity of composite slabs can accurately predict the longitudinal shear capacity of CSRAC composite slabs by considering the NCA replacement ratio.

Numerical investigation of the punching shear resistance capacity of reinforced concrete slab

The article studies the punching shear capacity of reinforced concrete slabs by simulation method. Based on the Concrete Damage Plasticity (CDP) constitute model, the simulation model is established in the Abaqus software. The simulation model was verified by the comparison of punching shear tests. The parametric studies were implemented to investigate the effect of concrete and steel strength on the punching shear resistance capacity of the reinforced concrete slab. The punching shear resistance capacity of reinforced concrete slab was also calculated by the formulas proposed by available standards. Obtained results show that increasing concrete strength leads to a significant increment in the punching shear resistance capacity of slabs while the influence of steel strength is slight.

Application of corrosion resistance of FRP composites rebar in sea water sea sand concrete

In recent years, Fiber Reinforced Polymer(FRP) has been widely used as a reinforcement material to improve the flexural capacity of beams and slabs, and FRP has good corrosion resistance. And because of the wide variety of fiber materials, so more than the role of ordinary steel.This paper will discuss whether it can replace steel to improve building durability in alkaline environment such as seawater sea sand concrete.Due to the lack of natural river sand and water resources, people have been trying to use sea sand seawater instead in recent years. But there are many safety accidents because of the corrosion of steel bars. Due to the good corrosion resistance of FRP, this paper discusses the feasibility of its service as a steel bar in marine sand concrete, including its failure characteristics after corrosion and the problems and improvement strategies when working with Seawater-Sea Sand Concrete(SWSSC). The research object of this paper is Glass Fiber Reinforced Polymer(GFRP) steel bar and Carbon Fiber Reinforced Polymer(CFRP) steel bar. Glass fiber and carbon fiber are widely used materials in current production activities, mostly in the field of mechanical manufacturing. Although engineering materials have been used in recent years, the time is short. In this paper, it is discussed that in the simulated pore solution of concrete stirred by seawater and sea sand and exposed in the environment of seawater immersion, by increasing the temperature to accelerate the reaction rate, it is found that the corrosion resistance of the two kinds of steel bars is very different, but the corrosion mechanism is similar, both of them are caused by the dissolution of the resin matrix. The fiber is bare, and the internal fiber actually has the bearing capacity, but the ability of the material to bear the force is still reduced due to the loss of the bonding of the resin matrix. Therefore, this paper proposes that it is possible to find a more corrosion-resistant resin matrix or add a layer of medium at the interface between the fiber and the matrix to maximize the role of the fiber.

The Machine-Learning-Based Prediction of the Punching Shear Capacity of Reinforced Concrete Flat Slabs: An Advanced M5P Model Tree Approach

Reinforced concrete (RC) flat slabs are widely employed in modern construction, and accurately predicting their load-carrying capacity is crucial for ensuring safety and reliability. Existing design methods and empirical equations still exhibit discrepancies in determining the ultimate load capacity of flat slabs. This study aims to develop a robust machine learning model, specifically the M5P model tree, for predicting the punching shear capacity of a RC flat slab without shear reinforcement. A comprehensive dataset of 482 experimentally tested flat slabs without shear reinforcement was gathered through an extensive literature review and utilized for the development of the M5P model. The model takes into account influential parameters, such as slab thickness, longitudinal reinforcement ratios, and concrete strength. The performance of the proposed M5P model was compared with existing design codes and other empirical models. The comparison highlights that the developed M5P model tree provides a more accurate and reliable prediction of the punching shear capacity of RC flat slabs. This study contributes to the advancement of structural engineering knowledge and has the potential to improve the design and safety assessment of concrete flat slab structures.

Enhancing Punching Shear Capacity of Flat Slabs with Hidden Capitals made of Strain Hardening Cementitious composite (SHCC)

Enhancing Punching Shear Capacity of Flat Slabs with Hidden Capitals made of Strain Hardening Cementitious composite (SHCC)

Experimental investigation of punching shear behaviour of ultra-high performance self-compacting concrete slabs

The use of heavy reinforced and thick transfer-slab in multipurpose tall buildings is crucial to dealing with many issues such as high bending and punching shear stresses created from relocation of columns in floors above transfer-slab. Ultra-High Performance Self-Compacting Concrete (UHPSCC) is a proper option for coping with the problem of dense reinforcement. In predicting the punching shear capacity of concrete slabs, most existing code provisions limited the concrete compressive strength up to 70 MPa. Furthermore, no code provisions deal with estimating the punching shear capability of UHPSCC slabs. For these reasons, the present paper aims to investigate experimentally the punching shear behaviour of the interior slab-column joint made of a developed UHPSCC blend had a compressive strength of more than 120 MPa. The study takes into account the effect of design parameters such as type of concrete, slab thickness, and reinforcement ratio on the punching shear capacity. The study explores if the existing code shear provisions could be utilized to estimate the punching shear strength of UHPSCC and UHPC slab-column connections. In terms of estimating the punching shear capacity of such slab-column joints using available code provisions, regardless of their concrete compressive strength limits (using the available code formulae to estimate punching shear strength twice, once with the code restrictions of concrete compressive strength and once without), the available code shear models were significantly conservative, indicating the need to develop a new punching shear model for such slab-column connections. The European Code (EC2, 2004) has the best appropriate formula for predicting the nominal punching load capacity of UHSC slabs among the present well-known code punching provisions. The critical punching section of the UHPSCC slab was detected at 1.5 times the slab's effective depth measured from the column face. For a slab thickness of 200 mm, increasing the tensile steel ratio from 1.3% to 2.0% increased the punching strength of UHPSCC by 77.6%. At a reinforcement ratio of 1.7%, raising the slab thickness from 160 to 240 mm boosted the punching strength by 118.6%. In view of the study's outcomes, in addition to its ability to address the issue of dense reinforcement, the use of UHPSCC provides great potential for improving the punching shear capacity of heavy-loaded slab-column connections.

Assessment of Effective and Minimal Slab Widths for Evaluating the Shear Capacity of RC Overhang Slabs

Abstract The effective width is a relevant parameter for the design of bridge overhang slabs under concentrated loads. Experimental tests have been used to assess expressions for its calculation. However, the load capacity increases with the width until a transition area is reached. Test specimens may have lacked enough width to reach full shear capacity, affecting thus the evaluation of the results. On the other hand, within the transition area, a threshold value has been hypothesized to match the effective width. This paper aims to provide recommendations for minimal widths that guarantee the full capacity of overhang slabs and to assess the calculation of the effective width by means of the threshold value and other formulations. The effect of the edge beam is also considered. A campaign of validated non-linear FE-simulations based on experiments on range of width-span ratios was performed. The results suggest using a width-span ratio of at least 4.0 for slabs without an edge beam and 5.3 for slabs with an edge beam for the experimental practice. The efficiency of the formulation for the effective widths is diffuse and the use of threshold value leads to unsafe predictions. Instead, linear-elastic FE-analyses are recommended for the design practice.

Mechanical properties of energy sustainable round bamboo - Phosphogypsum composite floor slabs

Round bamboo is a natural building material with excellent mechanical properties and has broad application prospects in green buildings. To realize the protection of round bamboo and promote the resource utilization of phosphogypsum, a kind of round bamboo-phosphogypsum composite (BPC) floor slab is proposed in this paper. To study the flexural performance of the round bamboo-phosphogypsum composite floor slabs, considering the factors of the thickness of the phosphogypsum, the number of dovetail nails, the number of round bamboo poles and the span, the flexural tests of 11 floor slabs were carried out, the influence of the factors on the flexural performance of the floor slabs was analyzed, and the calculation methods of the flexural stiffness and bearing capacity of the floor slabs were established. The results show that the bearing capacity, ductility coefficient and flexural stiffness of the control specimen are increased by 31.26%, 51.19% and 3.39 times compared with the bamboo skeleton. The ductility and flexural stiffness of the floor slab decrease with increasing span. The bearing capacity of floor slab increases with the increasing bamboo number and decreasing span. The calculation methods of flexural performance of the floor slabs established in this paper have certain accuracy. The round bamboo-phosphogypsum composite (BPC) floor slab realizes the efficient utilization of resources, which has reference significance for green buildings and sustainable development.

Failure mechanism of one-way slabs under concentrated loads after local reinforcement yielding

One-way slabs under concentrated loads may fail by one-way shear such as wide beams, punching shear, flexure, or by combining two or more of these mechanisms. Nevertheless, most publications have only addressed shear and punching failures without flexural reinforcement yielding. This study investigates the ultimate shear capacity of one-way slabs under concentrated loads with local reinforcement yielding. In total, 12 tests were conducted on six reinforced concrete slabs. Simply supported slabs of 1.60 m × 3.40 m × 0.15 m were tested. Three parameters were varied: the load position, the span length and the reinforcement ratio. All slabs failed initially by punching with limited or extensive reinforcement yielding. Due to the relatively large amount of transverse reinforcement (0.44 %), most slabs underwent a large shear redistribution around the load, resulting in a wide beam shear failure after the local punching failure. The test results were compared to the theoretical predictions of shear, punching and flexure capacity using code expressions and the Extended Strip Model (ESM). The ESM resulted in the closest predictions of the experiments. These experiments confirm that a brittle shear and punching failure mechanism can occur even after extensive reinforcement yielding. Moreover, the results indicate that the ESM can be used to assess one-way slabs under concentrated loads with local reinforcement yielding.

Shear-bond behavior of nanocellulose-modified SHCC composite slabs: Translating material-level capacity into improved structural performance

Owing to their exceptional tensile properties, strain-hardening cementitious composites (SHCC) are indispensable for building and maintaining sustainable and resilient civil infrastructure. As such, to propel the structural implementation of SHCC, it is critical that their intriguing tensile characteristics be effectively translated into improved structural performance. Herein, we capitalize on the intrinsic pseudo-ductility of a novel SHCC—incorporating nanocellulose fibers and post-consumption glass powder (hereafter referred to as “nSHCC-GP”)—to mitigate shear-bond failure caused by the relative slip between steel and concrete in composite deck slabs. Twelve full-scale composite deck slabs, six with conventional high-performance concrete (HPC) incorporating steel mesh and six steel-mesh-free nSHCC-GP slabs, were subjected to monotonic bending. With the concrete for both slab sets designed for similar compressive strengths, the influence of concrete type (HPC or nSHCC-GP), decking profile (trapezoidal or reentrant), and shear span (520–770 mm) on the flexural capacity and shear-bond resistance was examined. The use of nSHCC-GP as a concrete topping improved the flexural capacity of composite slabs by >50 % and the shear-bond resistance by up to 40 %. Thus, the strain-hardening characteristics of nSHCC-GP were effectively translated into the structural scale, providing steel-mesh-free, high-performance composite deck slabs.

Impact Test of Ultra-High Performance Concrete Slab with Basalt Fiber

In order to study the impact resistance performance of ultra-high performance concrete (UHPC) slab with basalt fiber, the experiment of six concrete slabs was conducted. The following factors were considered in this study: different basalt fiber types, steel mesh, and water-based epoxy mixture. The drop weight method was used, and the effect of various factors on the impact resistance performance of ultra-high performance concrete slab with basalt fiber were investigated in details. The test results showed that the basalt fiber could significantly increase the impact resistance of UHPC slab. The basalt fiber with a long length after cracking was more significant to improve the impact resistance performance of UHPC slab. The basalt fiber, steel mesh, and water-based epoxy can significantly improve the impact resistance and energy absorption capacity of UHPC slab. The ductility coefficient of UHPC slabs are less than 0.6.

Assessment of the torsional behaviour of hollow core slabs

There are many applications in buildings in which precast pre-stressed hollow-core (HC) slabs are subjected to shear, torsion, or combined shear and torsion. Nonetheless, extruded HC units contain no transverse reinforcement, being inherently vulnerable to brittle failure modes due to shear and torsional actions. In previous work by the authors, a finite element (FE) modelling approach for HC units failing in shear was developed and validated against experimental test data. This paper aims to extend the applicability of the proposed FE approach to help improve the understanding of the torsional behavior of HC units. For this purpose, the developed model is further validated against experimental data available in the literature and then used to predict the torsional capacity of New Zealand-specific 200 mm deep HC units. Results suggest that the FE model is capable of predicting the capacity of HC slabs with and without eccentricity of the applied vertical load. Finally, the numerical results are used to evaluate the performance of available simplified analysis approaches for assessing the torsional capacity of HC units, which are found to be non-conservative if used with expected material properties.