University of TehranCivil Engineering Infrastructures Journal2322-209358120250601Effects of Inclusion of SAP as an Internal Curing Agent in Concrete, A Review1139597210.22059/ceij.2024.361854.1947ENAbhishekJindalAssistant Professor, Department of Civil Engineering, School of Engineering and Technology, Central University of Haryana, India.0000-0001-7773-9071DivyaMehraResearch Scholar, Department of Civil Engineering, School of Engineering and Technology, Central University of Haryana, India.0009-0003-6190-4783Journal Article20230727Concrete in today’s world has a major role in construction industry and is the most frequently used material in construction having high compressive strength and durability. Concrete needs proper curing to achieve desirable properties and insufficient curing affects the strength of concrete badly. Nowadays, Internal Curing (IC) has come into research which has many positive advantages in terms of enhancement of properties of concrete. By utilizing the water that is already in the concrete and adding certain amounts of self-curing agents, this method of curing is used that helps in the curing of the concrete internally. It is done ‘from the inside to outside’ using internal reservoirs. Also, shrinkage reducing agents like Polyethylene-glycol and Light-Weight Aggregates (LWA) are used to achieve effective curing results. In cement-based materials, Superabsorbent Polymer (SAP) is generating a lot of debate. This study offers a review for cement-based materials containing SAP for different w/c values, the conclusions on the properties including workability, mechanical characteristics, and durability of SAP-modified concrete and SAP cement-based materials. In most of the studies found on high-performance concrete, w/c is restricted to 0.3 - 0.35. Hence, properties are described on the basis of different w/c ratios as mentioned in this paper. Total 60 articles are reviewed (including 59 research paper and 1 review report) in this study.https://ceij.ut.ac.ir/article_95972_340988788f9192c25e9248057c53c9de.pdfUniversity of TehranCivil Engineering Infrastructures Journal2322-209358120250601Assessment of Polypropylene Fiber for Effect on Fresh and Physical Performance with Durability of Self-Compacted Recycled Aggregate Concrete15349546310.22059/ceij.2024.362561.1943ENPawan KumarTiwariP.G. Scholar, Department of Civil Engineering Madan Mohan Malaviya University of Technology Gorakhpur, Uttar Pradesh, India.0000-0002-9666-6485Vinay KumarSinghAssistant Professor, Department of Civil Engineering Madan Mohan Malaviya University of Technology Gorakhpur, Uttar Pradesh, India.0000-0002-0496-4291Journal Article20230719Manuscript targets to develop Self-Compacted High-Performance Concrete (SCHPC) by substituting 50% of Natural Aggregate (NA) with Recycled Coarse Aggregate (RCA), along with incorporation of Polypropylene Fiber (PP) reinforcement at varying volume fractions. Manuscript focuses on the effects of different proportions of polypropylene fibers (0.2%, 0.4% and 0.6%) when replacing 50% of NA with RCA. The impact of PP reinforcement on various mechanical properties of concrete, like compressive strength, flexural strength and split tensile strength are examined thoroughly. For durability of SCHPC, carbonation resistance, water absorption and acid resistance are also explored in the presented paper. Compressive strength of both Natural Aggregate Concrete (NAC) and Recycled Aggregate Concrete (RAC) initially increases up to a fiber concentration of 0.4% before declining with increased fiber contents. Identical patterns appear for split tensile strength, where 0.4% fiber content is found to be ideal to optimize strength. At 0.4% PP fiber, minimum carbonation depth for NAC was reported as 2.94, 4.91 and 7.12 percent for 7, 14 and 28 days, respectively. Comparable results are obtained for RAC, for fiber volume proportion of 0.4%. So, the reduction of approximately 16.67% for NAC (28 days) and 17.54% for RAC (28 days) at control mix.https://ceij.ut.ac.ir/article_95463_b0d238677caa00be77651252ffece8da.pdfUniversity of TehranCivil Engineering Infrastructures Journal2322-209358120250601Experimental and Numerical Investigations on a Stone Column in Sandy Ground Contains Clayey Lens35479583910.22059/ceij.2024.366034.1968ENNiyoushaBazazzadeganPh.D. Candidate, Department of Civil Engineering, Science and Research Branch, Islamic Azad University, Tehran, Iran.0009-0004-1348-8444NavidGanjianAssistant Professor, Department of Civil Engineering, Shahr-e-Qods Branch, Islamic Azad University, Tehran, Iran.0000-0003-1492-395XJavadNazariafsharAssistant Professor, Department of Civil Engineering, Shahr-e-Qods Branch, Islamic Azad University, Tehran, Iran.0000-0001-8807-1417Journal Article20231002Utilizing stone columns proves highly effective in altering the behavior of challenging ground conditions. The combined application of stone columns with surrounding reinforcement enhances the methods efficiency for layered ground formations. The current study investigates the effectiveness and behavior of unreinforced and geotextile-reinforced stone columns integrated into sandy ground containing a soft clayey lens. This problem was investigated employing a Frustum Confined Vessel (FCV) in physical models and using ABAQUS software in numerical analyses. The results of experimental tests, demonstrated that reducing soft lens thickness significantly augmented the bearing capacity of both unreinforced and geotextile-encased stone columns. As soft lens depth increased, both unreinforced and reinforced stone columns exhibited approximately 40% and 10% increases in bearing capacity, respectively. The results of numerical analysis showed that in the presence of soft lens, the change in the length of a stone column had no effect on the occurrence of bulging failure and decreasing placement level of the soft lens, increased the bulging failure occurrence proportional. On the other hand, increasing the thickness of the soft lens reduced the bearing capacity of the ordinary and reinforced stone column. The phenomenon of bulging can occur at the level of the lens placement and up to a depth of about 4 times the diameter of the ordinary column because of existence of a soft lens in a relatively loose sandy bed, while mechanism of failure is not bulging anymore if using encasement.https://ceij.ut.ac.ir/article_95839_b3d04fa6becf60db437d8d5740d9617e.pdfUniversity of TehranCivil Engineering Infrastructures Journal2322-209358120250601Parametric Analysis of Axially Loaded Partially Concrete-Filled Cold-Formed Elliptical Columns Subjected to Lateral Impact Load49709584010.22059/ceij.2024.364758.1955ENElhamGhandiAssociate Professor, Faculty of Technical and Engineering, University of Mohaghegh Ardabili, Ardabil, Iran.0000-0001-7262-7898NayyerMohammadi RanaM.Sc., Faculty of Technical and Engineering, University of Mohaghegh Ardabili, Ardabil, Iran.0009-0006-5445-2709ShirinEsmaeili NiariAssociate Professor, Faculty of Technical and Engineering, University of Mohaghegh Ardabili, Ardabil, Iran.0000-0003-0250-1063Journal Article20230904This research investigates the dynamic behavior of hollow and Partially Concrete-Filled Cold-Formed Steel Tubular (PCFCFST) columns that have elliptical cross-sections under simultaneous loading of dynamic lateral impact load and static compressive axial load. Utilizing Finite Element Analysis (FEA) by the ABAQUS is studied. In order to confirm the numerical modeling’s precision, the study outcomes are compared to the outcomes of former experimental and numerical investigations. The effect of various factors namely aspect ratio, axial load ratio, impact angle, steel tube wall thickness, and concrete filling ratio on the performance of PCFCFST columns has been examined. The numerical analysis results indicate that specimens with higher concrete filling ratios show greater performance than hollow specimens. The columns’ failure modes are significantly influenced by the impact angle and axial load ratio, particularly when the column aspect ratio is low. Surging the steel tube wall thickness from 2.25 mm to 4 mm decreases the maximum displacement by approximately 70%.https://ceij.ut.ac.ir/article_95840_c7654c7501a87e54ba42dd1d1f38f1a6.pdfUniversity of TehranCivil Engineering Infrastructures Journal2322-209358120250601Comparison of Conventional and Energy Method in Evaluating the Seismic Fragility of Reinforced Concrete Frames71869584110.22059/ceij.2024.360893.1928ENMohammadrezaJavaheri-TaftiAssistant Professor, Department of Civil Engineering, Taft Branch, Islamic Azad University, Taft, Iran.0000-0001-6860-0705MohammadHajisafariPh.D. Candidate, Structural and Earthquake Research Center, Taft Branch, Islamic Azad University, Taft, Iran.0009-0008-8614-2881Journal Article20230615This investigation aims at studying the energy method in calculating the exceedance probability of structures under seismic loads in reinforced concrete frames and its comparison with the conventional approach based on maximum story drift in structures. To do so, two reinforced concrete moment resisting frames with six and ten stories are designed based on the Iranian seismic code of practice and modeled nonlinearly with Perform software. Twenty near-fault earthquake records have been utilized to conduct the fragility analysis. The Incremental Dynamic Analysis (IDA) approach is used for the analysis and the IDA curves obtained from two methods are extracted and compared. The IDA curves resulted from the energy method provide this ability to calculate the elastic and plastic behavior zone and the instability point of the structure accurately. The output of the fragility analysis in reinforced concrete frames illustrates that the energy method can be utilized as an applicable approach in estimating the seismic fragility of the structures. The exceedance probability calculated in this approach is lower than the conventional method. The conventional method provides more conservative results in comparison to the energy method.https://ceij.ut.ac.ir/article_95841_200d3e88de65f0ab6da950cac60d7e87.pdfUniversity of TehranCivil Engineering Infrastructures Journal2322-209358120250601Forecasting Bearing Capacity, Error Analyses and Parametric Analysis of Circular Footing Seating on the Limited Thick Sand-Layer with Eccentric-Inclined Load871029593510.22059/ceij.2024.365671.1966ENTammineniGnananandaraoPh.D., Department of Civil Engineering, Aditya College of Engineering and Technology, Surampalem, Andhra Pradesh, India.0000-0002-3332-8083S. V. Chinna SwamiNaikPh.D. Candidate, Department of Civil Engineering, Indian Institute of Technology Roorkee, Uttarakhand, India.0009-0009-3529-804XKennedy C.OnyeloweAssociate Professor, Department of Civil Engineering, Michael Okpara University of Agriculture, Umudike Umuahia, Nigeria.0000-0001-5218-820XVishalPanwarPh.D., Department of Civil Engineering, National Institute of Technology, Hamirpur, Himachal Pradesh, India.0000-0002-4942-1995Journal Article20230922Bearing Capacity (BC) of the soil is one of the crucial parameters to construct any structure. A consistent soft computing models can reduce the cost and time by swiftly generate the required experimental data. This research presents, M5P model tree and feedforward backpropagation ANN model have been used to predict the BC of the circular footing resting on the limited thick sand-layer with eccentric-inclined load. To generate the proposed model, a set of 120 data are gathered from the literature. The results of M5P model tree achieved a coefficient of determination (R²) of 0.96 for both training and testing phases. The Mean Absolute Percentage Error (MAPE) was 19.83% for training and 21.46% for testing. Whereas, for ANN model, R<sup>2</sup> is 0.98 and 0.97; MAPE is 18.20 and 16.29 for training and testing, respectively. The R<sup>2</sup> and MAPE results reveals that, the ANN model is better substitute method for predict the BC of the Circular Footing (CF) resting on the limited thick sand-layer with eccentric-inclined load than the M5P model. Further, model equations are developed to calculate the BC of the circular footing for the both the methods. Finally, sensitivity analysis concludes that the input parameter ratio of depth of the rigid rough base to width of footing (H/B) is the most influencing parameter to predict the desired output.https://ceij.ut.ac.ir/article_95935_bf5a83469d91eb3861068108176cf183.pdfUniversity of TehranCivil Engineering Infrastructures Journal2322-209358120250601Investigation of a Loaded Pile Responses Due to Proposed Deep Excavation in Sand Soil: Finite Element Analysis Using Plaxis3D Program1031219612410.22059/ceij.2024.365637.1963ENBeshoy MHakeemAssociate Professor, Civil Engineering Department, Higher Institute of Engineering and Technology, New Minia, Egypt.0000-0003-4286-3202Journal Article20230920Geotechnical design engineers are giving increasing attention to how piles respond to soil movements brought on by nearby braced excavations. This study investigates the effect of deep excavation on an adjacent loaded single pile on sand soil using the PLAXIS 3D finite element program. Leung et al. (2006) centrifuge test results were employed to verify the numerical model. The different parameters in this study were the excavation depth, type of pile head, diameter of pile, and the distance between the pile and the excavation. The results of the investigation demonstrated that the excavation depth (He) in proportion to the pile's length (Lp) has an important effect on pile responses. The case of (He/Lp = 2.0) leads a maximum lateral deflection at the pile toe of 24.80% from the diameter of pile. However, the lowest lateral deflection at the pile-0.85% of the pile diameter-occurs in the case where He/Lp = 0.5, which reduces. When He/Lp = 0.5, 1.0, the maximum value of bending moment of the pile occurs at around 0.70% normalized depth of the pile, or 230 and 298 kN.mm, respectively. Furthermore, the pile's response is greatly affected by the distance between it and the excavation site; after 10 meters, the value of bending moment in the pile is insignificant. Furthermore, it was found that while the maximum pile lateral deflection reduces as pile diameter increases, the bending moment along the pile remains constant. In this paper, the type of pile head was also discussed.https://ceij.ut.ac.ir/article_96124_204045dad4a10a8689414c7f83f56adb.pdfUniversity of TehranCivil Engineering Infrastructures Journal2322-209358120250601Structural Failure of Masonry Arch Bridges Subjected to Seismic Action1231459614210.22059/ceij.2024.366834.1975ENAminBagherzadeh AzarPh.D. Candidate, Institute of Earthquake Engineering and Disaster Management (ITU Graduate School), Istanbul Technical University, Istanbul, Turkey.0000-0003-3962-7129AliSariProfessor, Faculty of Civil Engineering, Istanbul Technical University, Istanbul, Turkey.0000-0002-6888-1276Journal Article20231018This study investigates the seismic response of a historical arch bridge using a macro-modelling technique in Finite Element (FE) software ABAQUS. A comprehensive investigation involving documentary sources and on-site assessments has facilitated a thorough understanding of the case study, the Halilviran bridge. 3D finite element models incorporating damage plasticity behavior were constructed for the FE model. The masonry units were modelled with the Concrete Damage Plasticity (CDP) material model, and the backfill was developed with the Mohr-Coulomb (M-C) material model. Nonlinear dynamic analysis was utilized to predict the progression of damage to the bridge and determinate the most susceptible structural components. The seismic performance of the case study was evaluated through an examination of the outcomes utilizing contour plots depicting tensile damage, maximum displacements, and energy calculated from the tensile damage. The findings indicate that the spandrel walls, which are interconnected with the pier, and the inner section of the arches represent the most vulnerable components of masonry bridges, the failure of which heightens the risk of progressive collapse of the bridge.https://ceij.ut.ac.ir/article_96142_15d3c71c50069c05c7b9099285a29e7b.pdfUniversity of TehranCivil Engineering Infrastructures Journal2322-209358120250601Effect of Ferro-Cement Confinement on Compressive and Splitting Tensile Behavior of Plain Concrete1471579623410.22059/ceij.2024.361393.1932ENAbdullahAl-RafiB.Sc. Student, Department of Civil Engineering, Ahsanullah University of Science and Technology, Bangladesh.0009-0001-6213-3525TouhidulIslamB.Sc. Student, Department of Civil Engineering, Ahsanullah University of Science and Technology, Bangladesh.0009-0001-5496-9103Kazi RafidIbteshamB.Sc. Student, Department of Civil Engineering, Ahsanullah University of Science and Technology, Bangladesh.0009-0001-9725-1740DebasishSenAssociate Professor, Department of Civil Engineering, Ahsanullah University of Science and Technology, Bangladesh.0000-0001-6375-4596Journal Article20230627This study aims to investigate the behavior of Ferro-cement confined plain concrete (i.e., ultimate load, failure mechanism, damages, and ductility) under both compression and split tension. The main motivation of this study was the research gap concerning the split tensile behavior of Ferro-cement confined concrete. In the experiment, Ferro-cement confinement method (i.e., monolithic and non-monolithic casting of Ferro-cement around concrete cylinders) and wire mesh content were the main variables. For each confinement method, Ferro-cement with wire mesh contents of 0.22%, 0.25% and 0.50% were considered. The test results demonstrated a notable capacity enhancement of concrete with Ferro-cement confinement under both compression and split tension. In the test, cracks were originated and propagated radially from the outer Ferro-cement shell towards the concrete core under compression, whereas cracks were generated and propagated in the opposite way under split tension. More damages, i.e., residual crack widths, were observed at the location of initial crack formation, irrespective of the parameters of this study, under both loadings. In addition, no distinct relationship was found between the displacement ductility and the parameters of this study. https://ceij.ut.ac.ir/article_96234_0d55e0d0f1090a372a310dfc2e770731.pdfUniversity of TehranCivil Engineering Infrastructures Journal2322-209358120250601Evaluation of Uncertainty in Shear-Wave Velocity Based on CPT Records Using the Robust Optimization Method1591719631910.22059/ceij.2024.366170.1969ENMohammad MahdiHajitaherihaPh.D. Candidate, Department of Civil Engineering, Memorial University of Newfoundland, Newfoundland, NL, Canada.0000-0002-7236-0756HosseinMola-AbasiAssistant Professor, Department of Civil Engineering, Gonbad University, Gonbad, Golestan, Iran.0000-0002-4552-5551JiliangLiAssistant Professor, Department of Civil Engineering and Construction Management, California Baptist University, California, U.S.MaziarSalahiProfessor, Department of Applied Mathematics, Faculty of Mathematical Sciences, University of Guilan, Rasht, Iran.0000-0002-0430-3063OmolbaninAtaeeAssistant Professor, Department of Geography and Urban Planning, University of Mazandaran, Babolsar, Mazandaran, Iran.0000-0001-9695-0585Journal Article20231003Shear-wave velocity (V<sub>s</sub>) is used to evaluate the soil shear modulus and classify the soil type in pseudo-static analysis. Empirical correlations are developed to relate V<sub>s</sub> and Cone Penetration Test (CPT) records. However, uncertainty in the input parameter measurements is always a major concern. Therefore, the current research employs a novel method based on robust optimization to study the effect of such uncertainties. To measure the merits of the suggested method, 407 records were collected and categorized for several soil types. The identification procedure employed in this investigation is based on the robust model of least squares, solved using the interior point technique for second-order cone problems. The uncertainty definition is examined against correlation coefficients for empirical models, and optimum values are determined based on the frobenius norm of the data points. A diagram for calculating the shear wave velocity considering uncertainties is also presented. This study suggests that the robust method is the best pattern recognition tool for uncertain datasets compared to previous statistical models. Other power models also have good accuracy compared to the polynomial model, but when uncertainty is taken into account, the accuracy of the other models is lower compared to the polynomial model.https://ceij.ut.ac.ir/article_96319_d7005a5be2973c1111ac2e34b65e85e1.pdfUniversity of TehranCivil Engineering Infrastructures Journal2322-209358120250601Prediction of Compressive Strength of Geopolymer Fiber Reinforced Concrete Using Machine Learning1731829677910.22059/ceij.2024.364871.1956ENPramodKumarAssistant Professor, Department of Civil Engineering, Mohan Babu University (SVEC), Tirupati, Andhra Pradesh, India.0000-0002-1411-9374SanjaySharmaPh.D. Candidate, Department of Civil Engineering, National Institute of Technology Jamshedpur, Jharkhand, India.0009-0005-3129-6080BheemPratapAssistant Professor, Department of Civil Engineering, Graphic Era (Deemed to be University), Dehradun, Uttarakhand, India.0000-0001-5683-0829Journal Article20230911Geopolymers represent a cutting-edge class of inorganic materials that provide a sustainable substitute for conventional cement and concrete. Through meticulous combinations and ratios of elements like Fly Ash (FA), silica fume, Ground Granulated Blast Slag (GGBS), alkaline solutions, aggregates, superplasticizers, and fibers, geopolymer concrete mixes are generated as part of the experimental program. The investigation concentrates on predicting the 28-day compressive strength, a pivotal parameter in assessing concrete performance. The dataset comprises 96 data points, and two advanced techniques, namely Support Vector Regression (SVR) and Artificial Neural Networks (ANN), are harnessed for this research. The ANN demonstrates an value of 0.992 on the training dataset, indicating its capacity to elucidate around 99.2% of the variability. On the other hand, SVR boasts an value of 0.995, signifying an ability to account for about 99.5% of the variance. When applied to the testing data, the ANN achieves an of 0.96, while SVR attains an of 0.99. This study suggests that SVR exhibits slightly superior performance in elucidating variance within the testing dataset.https://ceij.ut.ac.ir/article_96779_1f3ac8d19b393d6994f9db407f4614fe.pdfUniversity of TehranCivil Engineering Infrastructures Journal2322-209358120250601Behavior of Sheet Pile Wall Adjacent to a Square and Circular Footing1832019702610.22059/ceij.2024.368614.1987ENAbhijitDebnathPh.D. Candidate, Department of Civil Engineering, National Institute of Technology Agartala, Tripura, India.0000-0001-9665-7928Sujit KumarPalProfessor, Department of Civil Engineering, National Institute of Technology Agartala, Tripura, India.0000-0003-2335-4680Journal Article20231125Deep excavations are frequently carried out near structural foundations in densely populated metropolitan areas. Those foundations surrounding the excavation site can impose additional lateral pressure on the retaining wall along with backfill pressure. A three-dimensional finite element analysis has been performed in the present study to determine the effect of square and circular footings of the same plan area on the sheet pile wall behaviour. A parametric study is performed by varying the plan area of footing, embedded depth of sheet pile, magnitude of surcharge loads, position of footing above and below the backfill surface from the top edge of the wall, the depth of the loose soil layer, and dredge line slope angle to find out the wall deflection, bending moment, and backfill ground settlement. The results show that the effect of square and circular footing highly influences the wall and backfill soil. However, the effect of square footing on the wall and backfill soil is more substantial than that of circular footing for the same plan area.https://ceij.ut.ac.ir/article_97026_d53ddb574ebf68fcd3a4fcc6d5fb257a.pdf