Concrete Structural Components Research Articles

Flexural behavior of precast concrete beams in-span assembled with bolt-steel plate joints

The assembly of precast concrete structural components is primarily concentrated at the splicing joints of the components. Wet connections involving additional stirrups and detailing cause casting difficulties and possibly deficient joints. Herein, a new type of precast beam in-span assembled with bolt–steel plate joints (PBSPB) is proposed. A significant unique feature is the discontinuous longitudinal reinforcement in the midspan, where the U-shaped steel plate covers the web and tensile zone of the concrete beam. The steel plates and bolts are used to connect the two assembled short beams to resist both flexure and shear owing to the external effects. To investigate the effects of the steel-plate thickness and span–depth ratio on the flexural behavior of beams, a static behavior test was conducted on six PBSPBs and one cast-in-situ beam. The failure mechanisms of the PBSPBs and cast-in-situ beam were examined and compared with regard to the crack propagation, load–displacement characteristics, and strain responses. All the PBSPBs exhibited excellent performance with limited cracks under identical conditions; only minor damage was observed, which consisted of small amounts of concrete spalling and edge warping of the steel plates. Finite-element analysis (ABAQUS) models of the proposed PBSPBs were developed to verify the ultimate load and damage situations of each specimen, a simplified flexural-capacity calculation formula for the PBSPB was developed, and the theoretical results were consistent with the experimental results. The results indicated that the new precast concrete beams had favorable flexural capacities. The beam with thicker steel plates in the span had a higher strength owing to the higher stiffness. Increasing the span–depth ratio increased the ultimate load and barely affected the failure mechanism.

Determination of optimal designs for geothermal energy piles in the soil supporting a multi-storey building

The article presents the optimal design of geothermal energy piles supporting a multi-story building at different pile spacing. The optimization model OPTPILE, based on the construction cost of the single pile, was used for this purpose. It was provided with geotechnical and structural design constraints that satisfy the requirements of building codes. The optimal design of a geothermal energy pile was studied for a 10-storey building with different pile spacing. So far, only a single energy pile has been optimized and therefore the spacing between the piles has not yet been considered in the design. However, in this work, pile spacing is taken into account by considering the entire load distribution of the multi-story building. A 3D beam-slab frame was created to determine the pile loads. The recommendation for the optimal design of geothermal energy pile spacing for a 10-storey building was developed. The results show that the optimal pile spacing (square distribution) for a 10-storey building is about 7 m. The construction cost for all thermal pile foundations and concrete structural components for a 10-storey building is estimated to be 101.1 €/m2. The optimal architecturally reasonable spacing of piles with a square distribution for a 10-storey building is 8.5 m. In this case, the cost of the concrete structural elements of the building and the piles increases by 1% to 102.1 €/m2. The cost of installing the heating pipes in the pile is about 1 €/m2.

Design of steel wire loop connection for precast reinforced concrete structural components

Loop connection for precast RC structural components using U-bars is advocated by researchers on the grounds of simple mechanism and strength. However, the system is difficult to materialize on-site, in the lieu of which U-bars may be replaced with steel wire ropes, which offer a more suitable system with regards to convenience during the installation process. However, literature lacks on design requirements and methodology for loop connection. Thus, a theoretical study was undertaken to formulate the design methodology for loop connection formed using steel wire ropes. The behaviour of loop connection is governed by tension and shear, influenced by characteristics of wire ropes, grout and vertical transverse bar. A design example is illustrated for loop connection between precast wall-column, whose validation is demonstrated through numerical analysis and performance compared with monolithic system and U-bar connection. The advantages of the research relates to the systematic design approach considering all the influencing parameters of steel wire loop connection for precast components. It is expected that the proposed design methodology will be useful to practising engineers for designing the loop connection for precast components.

Numerical Simulation of Reinforced Concrete beam Under Flexure Using Finite Element Method

Abstract: Understanding the response of concrete structural components such as beams, columns, walls during loading is indispensable for the development of safeand efficient structures. The present report deals with the non-linear static analysis of a Reinforced Concrete (RC) beam, having dimensions 4000mmX400mmX 250mm, with 4 nos. of 16mm diameter bar as main reinforcements, 8mm diameter at 200mm c/c as shear reinforcement, with two faces of the beam as fixed modeled and analyzed when subjected to two point loads at one-third span from each fixed support using the Finite Element Analysis software Ansys. The behavior of the analyzed beam has been observed in terms of flexural behavior, load-deflection responses, and crack pattern for various loading conditions until failure load. Keywords: Finite element analysis, ANSYS, flexural behavior, Reinforced Concrete (RC) beams, material non- linearity, shear reinforcement.

Structural health assessment of reinforced concrete structure

There is a magnificent rise in repair, retrofitting and rehabilitation in construction industry in recent years. Concrete is a major used material in construction for various structures mainly because it deteriorates at a low rate. Concrete alone is durable but for structural application, Reinforced concrete is used. Reinforced concrete structures are not that durable because of number of reasons such as variation in construction methods, loading condition in service life and subsequent attack by environmental factors. The external symptoms range from cracking to spalling of concrete. In maximum field cases the main cause of deterioration are penetration of water and aggressive chemicals attack. Carbonation, Chloride ingress, leaching, sulphate attack, alkali-silica reaction are known responsible causes. Due to these reasons, during service life the structure deteriorates, and hence monitoring is required. If the condition of structure is below acceptable limit considering various parameters considered, the structure requires repair and retrofitting. For the study, we have considered G+3 Storey commercial building with a basement. Non-Destructive and Chemical Test. The Rebound hammer, Ultrasonic Pulse Velocity Test, Cover Meter Test, pH Test, Carbonation Test and Chloride Content Test are carried out to understand and analyze the current condition of the structure. The result computed from field and lab test were used as parameters for analyzing the structure in STAAD PRO Software. After assessing, the strengthening scheme for reinforced concrete structural components such as beams, columns and slab is discussed and suggested to increases the service life of structure.

Fracture properties of ternary blended fiber reinforced self-compacting concrete-A plastic viscosity approach

With the demand in the usage of Self-Compacting Concrete (SCC) there is a need to look into an alternate procedure of mix design to address the present practical issues. The existing standards of SCC mix design either underestimates or overestimates the materials used for the production of concrete which reduces the workability, durability and increases the cost. In the present study a mix design procedure which is based on the plastic viscosity of paste and target compressive strength of the SCC mix is being developed using a micromechanical procedure. Cement Replacement Materials like Slag and Fly ash are used for the present study in binary and ternary mix compositions. To address the issue of scarcity of river sand in India, Crushed Rock Fine is used a fine aggregate for the proposed mix design. To enhance the mechanical characteristics of SCC mixes, influence of varying fiber fraction is also studied for the Ternary SCC mixes. The volume fraction of fibers and aspect ratio of fibers are entered as an input into the programming tool to obtain combinations of SCC mixtures. Hooked end steel fibers with volume ranging from 0.1% to 0.5% are chosen for the experimental investigation. Results indicated that the compressive, split tensile and flexural strengths increased with the increase in fiber volume fraction but the fresh properties slump flow, T500 and J-ring spread, V-funnel and L-box decreased. Further, the study is extended in evaluating the fracture energy of Ternary SCC mixes with and without fibers. Fracture energy increased with the increase in fiber volume and post-peak responses are captured more accurately with the presence of fibers. The evaluated fracture energy will be useful for the analysis of cracked concrete structural components.

Database trends and critical review of seismic performance tests on high strength steel reinforced concrete components

The use of High Strength Steel (HSS) reinforcement in concrete construction is emerging rapidly, especially in high performance concrete applications. The ACI 318–19 code has permitted the use of HSS reinforcement Grades 80 (550 MPa) and 100 (690 MPa) in earthquake-resistant concrete components. This change was motivated by recent experimental and analytical research to assess the benefits and drawbacks of using HSS reinforcement in seismic design of concrete. The use of HSS reduces bar congestion and provides more effective confinement to concrete, however, great attention must be paid to its drawbacks. Examples of such drawbacks are lower hysteretic energy, higher bond stresses, lower plasticity spread due to local strain concentrations, and potential for premature confined concrete crushing before full utilization of HSS full capacity. This study reviews past experimental research on cyclic performance of various concrete structural components reinforced with HSS, including columns, beams, beam-column joints, walls, and coupling beams. In addition, a comprehensive database of cyclic tests on HSS reinforced components is established, presented and evaluated. An HSS reinforced flexural section parametric study is performed to aid in interpreting database trends and literature results. The effect of HSS design parameters and cyclic response measures of these components such as load-deformation relationships, strength, curvature and strains, ductility and energy dissipation capacity are discussed and compared to their conventional steel reinforced concrete counterparts based on literature and the database trends observed. The database and the cyclic behavior observations presented may serve as basis for future experimental and analytical studies concerned with characterizing seismic response, modeling and design of HSS reinforced concrete components.

New Model Of Enhanced Plasticity For Reinforced Concrete Structural Elements That Take Into Account The Effects Of Lateral Loading And Gravity

Reinforced concrete structures are exposed to a progression of activities all through their life expectancy which may be the purpose behind damage. Subsequently, rehabilitation of existing structures is typically performed either to restore structural limit because of decay or damage or to broaden existing structural limit due to expanded loads. To fortify existing structures, numerous new creative materials like progressed fiber-reinforced polymers (FRPs) are discovered to be acceptable substitute for reinforcing materials like steel. They are actualized to fortify the presentation of structural components in flexure, pivotal, shear, and twist. In a RC outline, migrating plastic pivots in the beam off from the column face is normally prescribed to broaden pliability of the edge. This could be accomplished through rib reinforced FRP retrofit of the joint. Furthermore, to it, thus we execute an expanded pliancy for the concrete structural components like column, beam, chunk, dividers then on. The primary motivation behind a wide range of structural frameworks utilized in the structure type of structures is to transfer gravity and horizontal loads effectively.

Compressive stress–strain behaviour of stainless steel reinforcing bars with the effect of inelastic buckling

The corrosion of steel reinforcing bars due to chloride ingress is the most common cause of premature deterioration of reinforced concrete structures. Stainless steel reinforcement in concrete is a promising solution to address these durability and sustainability issues as it is highly resistant to corrosion from chloride ions, and it does not rely on the high alkalinity of concrete or the presence of concrete cover for protection. Modelling and analysis of the nonlinear behaviour of reinforced concrete structural components relies heavily on the existence of constitutive material models to simulate the stress–strain response of the reinforcing bars and concrete accurately. In this paper, the stress–strain behaviour of stainless steel reinforcing bars with the effect of inelastic buckling is examined experimentally and numerically for the first time. Stainless steel reinforcing bars of 12 mm diameter with various slenderness ratios of austenitic EN 1.4301 and duplex EN 1.4362 grades are tested under tension and compression. A validated finite element model of reinforcing bar in compression is developed which is used to conduct parametric study. A new compressive stress–strain constitutive model for stainless steel reinforcing bars is proposed which is calibrated against the numerical simulation data.

Dynamic and Analysis of A Geo-Polymer Concrete Structure

The standard portland cement (OPC) was traditionally used as the binding agent in concrete. However it is also important to find alternative emissions-free concrete binding agents to reduce environmental damage caused by cement manufacturing. Geopolymers, also known as inorganic polymers, use byproducts like fly ash rather than cement. Recent studies have shown that geopolymer concrete based on fly ash has enough properties for use. As the geopolymer strength mechanism is different from the OPC binder, an appropriate constituent model for geopolymer concrete must be obtained in order to predict the load-deflection behavior and strength of geopolymer concrete structural components. A number of problems faced with today's cement industry are addressed by geopolymer binders. These binders have similar or better engineering qualities in comparison with cement and can use many types of waste materials.
 This project describes the seismic analysis of buildings with high-rise structures, the model of residential G+10 buildings with traditional concrete and geopolymer concrete properties is modelled and analysis is carried out using the response spectra method considering the position of the building in zone III, this analysis would generate the effect of higher vibration modes and real force distribution in elastic range. Test results include maximum story shifts, maximum story drifts, story shears and story stiffness, and an efficient lateral load resistance system, helping to establish whether geo-polymer concrete can be used in high-rise building construction as dynamic loads are included in the high-rise structures

Retrofitting of RC beams using FRP techniques: a review

In structural and civil engineering, reinforced concrete structures are susceptible to inordinate loadings such as earthquake disasters, terrorist attacks and accidental impacts. This prompts an increasing desire to strengthen as well as enhance the fatigue performance and extend the ability of fatigue life of reinforced concrete structural components especially beams. Since 2003, Iraq has suffered major damage to the structural buildings, so it has become an important issue to study the existing concrete structures. Among the different techniques of rehabilitation of existing structures, fibre reinforced polymer (FRP) as an external bonding has been considered as a popular one. This paper reviews several features of Reinforced concrete (RC) beams strengthened with FRP. Also this paper aims to impart a comprehensive insight on adhesive curing, surface arrangement, and failure modes of RC beams modified with FRP. This effect of FRP for enhancing the techniques of rehabilitation is a three-fold task, to strengthen and retrofit of concrete structures, to extend the fatigue life of the structural element, and eliminates the crack growth rate.

Effect of medium coarse aggregate on fracture properties of ultra high strength concrete

Ultra high strength concrete (UHSC) originally proposed by Richards and Cheyrezy (1995) composed of cement, silica fume, quartz sand, quartz powder, steel fibers, superplasticizer etc. Later, other ingredients such as fly ash, GGBS, metakaoline, copper slag, fine aggregate of different sizes have been added to original UHSC. In the present investigation, the combined effect of coarse aggregate (6mm – 10mm) and steel fibers (0.50%, 1.0% and 1.5%) has been studied on UHSC mixes to evaluate mechanical and fracture properties. Compressive strength, split tensile strength and modulus of elasticity were determined for the three UHSC mixes. Size dependent fracture energy was evaluated by using RILEM work of fracture and size independent fracture energy was evaluated by using (i) RILEM work of fracture with tail correction to load – deflection plot (ii) boundary effect method. The constitutive relationship between the residual stress carrying capacity (σ) and the corresponding crack opening (w) has been constructed in an inverse manner based on the concept of a non-linear hinge from the load-crack mouth opening plots of notched three-point bend beams. It was found that (i) the size independent fracture energy obtained by using above two approaches yielded similar value and (ii) tensile stress increases with the increase of % of fibers. These two fracture properties will be very much useful for the analysis of cracked concrete structural components.

Influence of geometrical parameters on the splitting forces in textile-reinforced concrete

Splitting forces due to bond action can lead to the premature failure of reinforced concrete structural components. In earlier research it was mentioned that it is mainly geometrical parameters that play a key role in the distribution and magnitude of the splitting forces in textile-reinforced concrete. However, so far no accurate geometrical characterisation of textile reinforcement has been performed which considers all the relevant properties of the material such as the regularly repeating variation in cross-sectional dimensions. In this paper, four geometrical parameters are introduced which permit a clear geometrical characterisation of fibre strands and allow for the comparison of different types of textile reinforcement. Furthermore, a broad parametric study was carried out for a pull-out test in which the parameters were varied, and the influence of these parameters on the splitting forces occurring in textile-reinforced concrete was visualised. Based on this parametric study, a mechanical model was established, which takes into account experimental data from previous research. This model allows for the calculation of the splitting forces occurring in textile-reinforced concrete when one short fibre strand is pulled out of the concrete.

Thermal behavior of Concrete subjected to elevated temperature: Case Studies

Fire presents a significant danger to the survival of the building and inhabitants, adverse effects at the structural level. In view of this, several researchers have measured the fire efficiency and behavioural characteristics of concrete under varying temperatures. Using indirect measures such, water permeability, as chloride ion permeability absorption and sorptivity, the resilience of concrete after fire exposure is assessed. In most previous literature, residual mechanical properties mentioned may be overvalued, where cooling was typically employed. Proper assessment of concrete fire resistance requires more experimental data found under different cooling environments, such as water spraying or water quenching. Design considerations and analytical methods are provided to determine the reaction of reinforced concrete structures to elevated-temperature settings. Related studies in which reinforced concrete structural components have being exposed to cyclic loading. The purpose of this review is to provide a description of the elevated temperature characteristics of the performance of concrete ingredients and structures. The impacts of high temperatures on high-strength concrete materials are observed and their quality is compared to standard concrete strength.

Development and Application of Spring Hinge Models to Simulate Reinforced Ductile Concrete Structural Components under Cyclic Loading

Ductile concrete materials with randomly oriented fibers have been studied to improve the strength, displacement capacity, and damage tolerance of reinforced concrete structural components in seismic applications. Performance-based earthquake engineering requires numerically efficient models that are capable of estimating the hysteretic behavior, including the strength, stiffness, cyclic degradation behavior, and failure criteria. This paper discusses the development of an experimental database and its use in the calibration of a phenomenological model to simulate the nonlinear behavior of reinforced ductile concrete components under cyclic loading. The modeling parameters are calibrated to predict the initial stiffness, lateral strength, deformation capacity, and cyclic and in-cycle degradation. Backbone parameters were selected using a mechanics-based approach combined with a calibration of hysteretic parameters to match an energy-based damage index. A large-scale experimental database with a variability in material properties, geometry, testing configurations, and fiber types was used for calibration purposes. A forward stepwise regression analysis was conducted to develop an empirical equation for a stiffness reduction factor and a cyclic strength degradation parameter as functions of material behavior and geometry. The modeling strategy is validated by comparing an experimental and simulated cyclic response across a range of metrics. The spring-hinge models are then applied to evaluate the collapse risk of the archetype frame structures using ductile concrete material in the potential plastic hinge region of the beams. The collapse performance is evaluated through an incremental dynamic analysis in which the results of reinforced concrete structures with and without ductile concrete material are compared in terms of the median collapse capacity, fragility curve, mean annual frequency, and sequence of hinge formation in the collapse mechanism. The outcome of this research provides much needed insight into how ductile concrete materials can influence structural system-level seismic performance.

Anchorage behaviour of headed bars as connection system for precast reinforced concrete structural components

Precast reinforced concrete (RC) structural joint is a critical region which demands appropriate connection system for adequate shear transfer. Prevalent dowel bars connection for precast components is prone to damage during the seismic motion. This paper proposes an innovative modified dowel bar connection, termed as headed bars, wherein the reinforcement bars are attached to the steel head anchor through welding and embedded into the concrete. To investigate the anchorage behaviour of headed bars, pull-out tests were conducted on a total of 144 specimens, which were differentiated on the parameters of head profile i.e., plain, grooved, ribbed and without head (representing dowel bar); varying length of the head and varying embedment depth into the concrete. The anchorage behaviour of headed bars was studied from the standpoint of failure mode, bond capacity and slip of bar. Dowel bars demonstrated pull-out failure with low bond capacity, whereas headed bars exhibited slip of bar and concrete failure along with higher bond capacity. Based on the experimental results, geometrical specifications for headed bars are recommended. A numerical analysis was carried out to evaluate the efficacy of headed bars as a connection system, where precast RC wall and columns connected using headed bars of proposed geometry were subjected to displacement controlled lateral loading and compared with the structural performance of connection using conventional dowel bars. Numerical analysis exhibited superior performance of precast RC wall-columns connected through headed bars in comparison to the dowel bar connection.

A new displacement-based approach for pulsating tension load tests of post-installed anchors for the use in structural applications under seismic actions

The usage of post-installed anchors in structural applications and seismic retrofit solutions has become more and more popular over the past decades. The current approaches for seismic assessment of post-installed anchors follow primarily a force-based approach and were developed focusing on non-structural applications. On the structural level, performance based approach is becoming increasingly popular and important for the seismic design of structures as well as for seismic retrofitting of structures. This approach targets on the performance objectives that are closely related to the displacement behavior rather than on specific load levels to allow a better balance between construction costs and safety of structures. This performance based approach is also reflected in recent guidelines for seismic testing of reinforced concrete (RC) structural components. Yet in anchor design and qualification, the main focus is on force-based test and assessment methods. Such force-controlled assessment procedures may not provide sufficient information required to assess the performance of anchorages in structural applications where anchorages are subjected to strong demands and might be pushed beyond their linear behavior range. In this paper, a new displacement-based approach for testing of post-installed anchors under seismic actions is introduced. With this new approach, it is possible to obtain the complete hysteretic behavior over the entire range of the load-displacement response. The test setup, cyclic test protocol and typical results of the tests performed on five different post-installed anchor types are described and discussed in the paper. The anchors are tested under pulsating tension loads following (i) the force-controlled protocol specified by the existing qualification guidelines, and (ii) the new displacement-controlled protocol recommended in this work, and the results of the tests are compared. The results of the tests following the displacement-controlled protocol are found to be more suitable for the assessment of anchors used in structural strengthening applications under seismic actions due to their ability to provide the full information required for characterization of the anchors under seismic loads. The proposed approach holds promise to replace/augment the current testing procedures for seismic assessment of post-installed anchors. Based on the evaluation of the experimental results new assessment conditions are being developed for the assessment of post-installed anchors under seismic actions that will be presented by the authors in a future paper.

An Experimental Interpretation of High-Performance Fiber-Reinforced Polymer Concrete with FNN Paradigms

Strengthening and enhancing of Reinforced Concrete (RC) structural components are important to broaden its administration period, overcoming the first structure limits and to limit the impact of construction defects as well as the design defects. In this work, Fiber Reinforced Polymers (FRPs) is utilized as to strengthen RC structures. In this paper, the utilization of FRP such as Sisal, Jute, and Coir in concrete structures is being examined for its viability in upgrading structural execution both regarding strength and ductility. The structural behavior of FRP specimen is examined by experimental and numerical examination by estimating the parameters, for example, compressive strength, tensile strength, ductility, and deflection. Here, we utilized the Fuzzy Neural Network (FNN) procedure to test the strength of specimen. At the point, when compared with existing work, the proposed FNN model achieves the greatest performance in terms of all parameters for the fiber reinforced specimen under various loaded condition.

Effect of Curing Methods on Compressive Strength of Sustainable Self-Consolidated Concrete

Concrete can only achieve the desired compressive strength and durability if cured properly for a prescribed period. For most building codes, concrete structural components and systems are designed for the 28-day compressive strength. Nonetheless, concrete structures are cured typically for only 3 to 7 days. There is an increasing use of curing techniques that involve chemical compounds such as acrylic-based compounds. The emergence of such techniques requires investigation of their effectiveness, compared to traditional curing methods. This article presents the findings of a study to compare the compressive strength of concrete cured using three methods, namely submersion in water, air curing under elevated temperature, and curing with a chemical compound. Compressive strength was determined on standard 150 mm x 150 mm x 150 mm cubes made of sustainable self-consolidated concrete (SCC) in which 90% of ordinary Portland cement content was replaced with combinations of high volume ground granulated blast furnace slag (GGBS), silica fume, and fly ash. A total of 20 mixes were tested, the first set of 10 mixes prepared with water to be binder (w/b) ratio of 0.33 and the second set of 10 mixes prepared with w/b of 0.36. For all mixes, samples cured under air with 45 °C temperature produced the highest 28-day compressive strength compared to other curing methods. Similarly, concrete samples cured using the chemical compound produced higher compressive strength compared to the traditional curing method. The sustainable SCC mix producing the highest compressive strength of 76.22 MPa under air curing was prepared with w/b of 0.33, 72.5% slag replacement ratio, 12.5% silica fume replacement ratio, 10% fly ash while Portland cement represented only 10% of the total binder content.

Effect of Fibre Content on Mechanical Behavior of Slurry Infiltrated Fibrous Concrete

Cement mortar or slurry is an essential material for production of Slurry Infiltrated Fibrous Concrete (SIFCON) structural components. However, there have been limited technical data available for deciding a suitable mix proportions and water cement ratio. For achieving a good quality of mortar mix or slurry with specific strength requirement and satisfactory level of workability for proper infiltration ability of cement slurry fibrebed. The preliminary study was carried out to select suitable mix and W/C from various mixes (1:1, 1:1.5 &1:2) and W/C (0.4, 0.45 & 0.5)on fresh and hardened properties of cement mortar. The optimum mix proportion and water cement ratio were obtained on workability (flow table test) and compressive strength of cement mortar are found to be as 1:1 and 0.40 respectively for fabrication of SIFCON. The main focus of this investigation on the behaviour of SIFCON contains various volume fraction of fibre content with an optimum mix(1:1) and W/C (0.4) under static loading. Hooked end steel fiber length of 30mm and tensile strength of 1050MPais used throughout the entire investigations. Cubes of 100 x 100 x 100mm for compressive strength and cylinders of 100mm diameter and 200mm height for split tensile strength were cast and tested at 3, 7 and 28 days. For flexural strength, three SIFCON beams of length 1200mm and cross section of 100mmx 200mm were cast and tested at 28 days under three point bending. The parameters like fracture energy, load deflection response, split tensile strength and compressive strength were found and compared the results with conventional mix. The test results observed that the strength performances were greatly improved due to addition of fibre by volume fraction in SIFCON matrix. Also developed the regression model from the experimental results to estimate the compressive and split tensile strength and compared the predicted values with the experimental values.