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This paper presents an experimental and numerical investigation into the stability of normal and high strength steel circular hollow section (CHS) columns. Two cold-formed S700 CHS profiles – 139.7×4 and 139.7×5 (in mm), were studied in the experimental programme, and twelve column tests (six on each profile), together with accompanying material tests, were performed. The load-deformation histories and key results from the tests are reported. Following the physical testing, a numerical simulation campaign was conducted. The developed finite element (FE) models for CHS columns were initially validated against the test results. Parametric studies were then carried out, where 2000 additional buckling resistance data were numerically generated for hot-finished and cold-formed CHS columns, covering steel grades from S355 to S900. The obtained test and FE results, together with existing experimental data from the literature, were used to assess the current Eurocode 3 stability design rules. It was shown that the normalised performance of CHS columns is influenced by the yield strength, which is not fully captured by the EC3 design approach. The somewhat conservative Class 3 slenderness limit for compression further worsen the accuracy for those with slender cross-sections. Improvements to the EC3 design rules were proposed to address these shortcomings, including (a) modified Ayrton-Perry formulae enabling a continuous transition of buckling curves across the yield strength spectrum and (b) a new Class 3 limit for CHS in compression. The modified EC3 approach was assessed and shown to improve the accuracy and consistency of resistance predictions over the current EC3 approach, while meeting the Eurocode structural reliability requirements.

Using high strength wire (HSW) as a longitudinal reinforcement in UHPC can make full use of the outstanding properties of UHPC. In this paper, the flexural test was carried out on normal rebar-reinforced UHPC (NRRU) and HSW reinforced UHPC (HSWRU) slabs. The cracking resistance, failure modes, bearing capacity and deformation characteristics of specimens were investigated. The test results indicated that both HSWRU and NRRU specimens exhibited excellent flexural performance under concentrated loads. Fewer inclined cracks and a slower cracking development process were observed for HSWRU specimens, and brittle failure did not occur during the whole loading process. As compared to HSWRU specimens, the cracking and ultimate load of NRRU specimens increased by 24.64% and 85.47%, respectively, due to a higher reinforcement ratio. Then the theoretical method available for flexural capacity and ductility calculation was proposed, and the feasibility was substantiated through test results. In addition, the traditional deformation ductility coefficient was found to be 30% conservative against the applied energy ductility coefficient. Finally, the extensive parametric analysis revealed that the increase of the reinforcement ratio and the strength of the steel rebar significantly enhanced the ultimate capacity, while the ductility coefficient was obviously weakened. Inversely, those two factors had little impact on the cracking capacity. Moreover, section height was found to be beneficial for both the flexural capacity and ductility of specimens.

This thesis presents research on the design and performance of reinforced concrete elements constructed with multiple different concrete mixes which are layered in the fresh-state. This approach is called functional layering. It allows for concrete properties to be tailored to spatially varied performance requirements to make more efficient use of materials and thereby reduce the environmental impact of reinforced concrete elements. By layering in the fresh-state, hydration occurs across the interfaces between concrete layers and composite behaviour is expected. This research quantifies the embodied carbon reduction potential of layering one-way spanning simply-supported slabs, by adapting Eurocode 2 design equations to incorporate step changes in concrete properties and by assuming that composite behaviour is achieved. The embodied carbon reduction achieved through functional layering is assessed with two concurrent strategies: cement reduction of concrete mixes and weight reduction through depth minimisation. Functional layering is shown to be a promising approach for improving the efficiency of concrete use in reinforced concrete elements. A clear framework is shown to quantify the environmental performance of one-way spanning slabs without transverse reinforcement subjected to uniformly distributed loading, establish a baseline and enable the comparison of design options. Additional design constraints are imposed on layered elements, compared to conventional single-mix elements, to ensure that premature failure does not occur at concrete interfaces, or as a result of incompatibility of layered concrete properties. Two experimental programmes have been conducted for the purpose of characterising the mechanical layer interaction, and assess the influence that different mix designs, concrete properties and interface orientations relative to the applied stresses have on layered concrete behaviour. The results inform on the additional design requirements necessary for successful implementation of functional layering. The first experimental programme assesses whether layer interactions can be analytically described with single mix properties. For this purpose, the compressive strengths, the elastic moduli, the flexural and splitting tensile strengths, and the bond strengths with reinforcement of two-layer concrete samples were tested. This experimental series amounted to the production of 450 concrete specimens to conduct 756 material characterisation tests. Results show that: composite behaviour can be assumed and the ‘transformed sections’ method is suitable to predict flexural cracking; stronger layers can enhance the uncracked capacity of weaker layers through confinement from interface shear transfer; and loads can be transferred from weaker to stronger layers to delay failure. Weak planes which lead to preferential cracking and layer debonding are observed when interfaces are subjected to orthogonal tensile stress, and in these cases, the mix design pairing is shown to affect the quality of interface cohesion. Interfaces at the reinforcement level can result in different bond failure mechanisms depending on the paired properties. The second experimental programme assesses the bending behaviour of layered slab samples, to determine the accuracy of layered design assumptions used for predicting the uncracked elastic behaviour, the onset and growth of cracking, the stabilised cracking deflection and the ultimate strength and failure mechanism. This experimental series amounted to the production of 14 slab samples (9 different section designs) and 237 single mix test specimens to conduct 14 large-scale flexure tests and 426 material characterisation tests respectively. Results show that horizontal layering of a weaker concrete above a stronger concrete reduces peak reinforcement stresses in shear spans, increases the first-cracking curvature and enhances the ability to utilise uncracked regions between cracks for tension stiffening. However, a crushing capacity dictated by the weak concrete top layer requires deeper sections to ensure ductile failure. The greatest embodied carbon reduction potential is found for sections which position a concrete layer interface around the longitudinal reinforcement level, but minimisation of the strong layer thickness makes horizontally layered sections more susceptible to premature tensile cracking in the weak concrete. This internal damage is shown to lead to a reduced bond strength between the concrete and the reinforcement, allowing for bond-splitting failure to occur in horizontal planes. Vertically layered samples achieve more desirable load-deflection ductile responses than the horizontally layered arrangements, due to the higher strength concrete availability in the compression zone and due to there being no concrete interfaces in shear planes. Staged failure is observed as loads transfer to strong concrete layers.

Structural performance under solar radiation for structures in ice or ice composite is of vital importance. In this paper, the performance of the 30.5-meter-high Flamenco Ice Tower is numerically studied in detail. To carry out this research, material properties of ice composite are first studied based on different types of tests. Subsequently, structural performance of the ice tower under solar radiation is analyzed in ABAQUS. Through this research, the simulation method for structural performance of shell structures in ice composite is tested to be successful, which will contribute to the future development and applications of ice structures.

The construction industry has seen a growing emphasis on the use of sustainable materials in recent years. This is driven by various factors, including a desire to reduce environmental impact, improve indoor air quality, and promote the health and well-being of building occupants. One sustainable material that is being increasingly utilized in construction is natural fibers. Phragmites australis fibers, in particular, are renewable, biodegradable, and have a low carbon footprint. The present study aims to evaluate the impact of Phragmites australis fibers on the behavior of reinforced concrete beams. Five concrete mixes were utilized in the experiment, with the control mix having a 1:1.5:3 ratio of cement to sand to coarse aggregate by weight. The other four mixes incorporated Phragmites australis fibers at 0%, 0.5%, 1%, and 1.5% of the volume of the mix, with cement replaced by 10% glass by weight. The water-to-cement ratio was set at 0.4 for all mixes. Concrete cubes, cylinders, and prisms were prepared to determine mechanical and physical properties, while reinforced concrete beams were used to assess structural performance. The results of the experiment showed that the addition of Phragmites australis fibers slightly decreased the compressive and tensile strength of the concrete compared to the control mix. However, the inclusion of 0.5% Phragmites australis fibers enhanced the split tensile and flexural strength of the concrete. In terms of reinforced concrete beams, the maximum load-bearing capacity was realized for the mix with 10% glass and 0% Phragmites australis fibers. However, the highest ductility index and deflection were achieved for the mix with 10% glass and 0.5% Phragmites australis fibers. Therefore, the use of Phragmites australis fibers can improve the structural performance of concrete.

Severe damage or collapse of reinforced concrete dapped-end beams (RC-DEBs) may occur during the service life. The collapse of the Concorde overpass structure in Laval, Quebec, Canada, in 2006 revealed the causes of collapse, i.e., insufficient shear strength (no stirrups), misplacement of hanger reinforcement, etc. In addition, the inspection report of RC half-joint bridges in England until 2018 expressed that damages or failures of half-joint structures can be attributed to the poor condition of structures or non-compliant reinforcement detailing. These conditions exhibited how important it is to understand the proper detailing of dapped-end reinforcement. To date, some studies have performed investigations on the effect of inadequate dapped-end reinforcement on the structural behavior of DEBs. However, the results of the research to date were not yet complete enough to disclose the role of each group of dapped-end reinforcement in resisting the working load. Therefore, this study was carried out to investigate the main role of each group of dapped-end reinforcement separately on the structural performance of RC-DEBs. Eight large-scaled RC-DEBs (with sizes of 1800 mm length, 120 mm width and 250 mm height) were prepared, cast and cured. All DEB specimens were tested under the three-point loading up to failure. To localize the effect of shear failure, the shear span-depth ratio (av⁄d) of 1.43 was set. Test results exhibited that arrangement of a specific group of dapped-end reinforcement separately affects the structural performance of DEBs significantly. The diagonal reinforcement (DR) group was found to be more effective than the vertical hanger reinforcement (HR) group. The failure load capacity of the DR group (DEB-18) achieved 0.29 times that of the control beam (DEB-3). Meantime, the nib flexure reinforcement (NFR) group demonstrated the most important role in the structural performance of DEBs compared to other dapped-end reinforcement groups. The failure load capacity of the NFR group (DEB-39) reached 0.62 times that of the control beam, while rupture deflection of the NFR group also exhibited the highest value than other groups, i.e., 0.62 times that of the control beam. In addition, analysis results of rosette strain gages (RSGs) data indicated that regions near to re-entrant corner and its vicinity experienced the highest stress concentration factor (SCF) compared to other places of the beams. These regions were more susceptible to experiencing the first crack, progressive crack, damage or failure first than other regions of DEBs. The greater the value of SCF, the greater the probability of collapse occurring in the related structural elements, which is also followed by a lower failure load capacity. DEB-1 (without dapped-end reinforcement) has the highest SCF (205.68), and the lowest failure load capacity (12.58 kN), whilst DEB-3 (with the complete dapped-end reinforcement) has the lowest SCF (79.62), but the highest failure load capacity (105.26 kN). Obviously, DEB-3 can withstand the working load properly. Its adequate dapped-end reinforcement is able to accommodate and distribute the high stress flows in the dapped-end region properly, which causes the SCF value to decrease.

Spurred by developments in digital fabrication, there has been an increase in the application of the Integral Mechanical Attachment (IMA) technique in timber plate structures. Despite its increase in popularity, there have been very few systematic investigations of the mechanical characteristics of IMA timber-to-timber connections. Focusing on in-plane shear, the force-deformation response of Through-Tenon joints is experimentally investigated, and their overall performance is assessed. The effect of influential design parameters is studied including the material type (Kerto-Q and Beech-Q), fiber orientation (parallel and perpendicular to the loading direction), and the tab insertion angle (45 degrees, 60 degrees, and 90 degrees). Twelve specimen groups, each with five replicates are tested. For the specimens with fibers oriented parallel to the loading direction (fiber-parallel specimens), a brittle failure is observed due to early rupture in the cross layers. On the other hand, more ductile behavior is observed for the specimens with fibers oriented perpendicular to the loading direction (fiber-perpendicular specimens) due to the compression forces perpendicular to the grains. Among the Kerto-Q specimens, the ones with a 60 degrees tab insertion angle have the greatest in-plane strength. Moreover, an increase in the tab insertion angle results in a decrease in the yield deformation capacity and an increase in the slip modulus, ultimate deformation capacity, and ductility. Among Beech-Q specimens, the fiber-parallel cases and the fiber-perpendicular cases with a tab insertion angle of 60 degrees and 90 degrees have the highest in-plane strength, respectively. Also, the slip modulus increases with the tab insertion angle for the two fiber orientation cases. The ductility of the fiber-parallel Beech-Q specimens is unaffected by a change in the tab insertion angle. Overall, very small differences are observed between the yield and peak strengths and most specimens have been classified as having low ductility. (C) 2019 Elsevier Ltd. All rights reserved.

PPVC modular construction building has become one of the most recent construction technologies in the civil engineering sector and has piqued researchers’ interest. Few published studies consider the overall structural response to extreme wind load. As a result, there is a lack of appropriate design for PPVC modular systems under extreme wind standards. However, the existing literature has not yet studied the wind flow dynamic behaviors of PPVC modular steel construction (MSC) systems subjected to extreme wind loads. This paper, therefore, presents a numerical investigation into the structural performance and wind flow dynamic behavior of innovative PPVC modular steel construction (MSC) systems under extreme wind loads. The numerical technique varied in comparison with previous studies. The results showed that the suggested novel (MSC1) modular system is applicable to prevention of extreme wind action up to cyclone 2nd degree, the high story drift resistance compared with previous research, high stiffness performance, and overall strain energy. Additionally, the actual wind velocity surrounding (MSC2) was 31.5% higher compared to the Saffir–Simpson wind speed scale, and the 1.5 wind speed safety factor was suggested.

During design and construction of buildings, the employed materials can substantially impact the structures’ performance. In composite columns, the properties and performance of concrete and steel have a significant influence on the behavior of structure under various loading conditions. In this study, two metaheuristic algorithms, particle swarm optimization (PSO) and competitive imperialism algorithm (ICA), were combined with the artificial neural network (ANN) model to predict the bearing capacity of the square concrete-filled steel tube (SCFST) columns. To achieve this objective and investigate the performance of optimization algorithms on the ANN, one of the most extensive datasets of pure SCFST columns (with 149 data samples) was used in the modeling process. In-depth and detailed predictive modeling of metaheuristic-based models was conducted through several parametric investigations, and the optimum factors were designed. Furthermore, the capability of these hybrid models was assessed using robust statistical matrices. The results indicated that PSO is stronger than ICA in finding optimum weights and biases of ANN in predicting the bearing capacity of the SCFST columns. Therefore, each column and its bearing capacity can be well-predicted using the developed metaheuristic-based ANN model.

Este documento presenta la comparación de un sistema estructural con columnas en concreto reforzado tradicionales y una alternativa con columnas compuestas, en el diseño de una edificación educativa esencial, que consta de un bloque de un piso con terraza multipropósito. La revisión y selección de la mejor solución se determina a partir de los resultados de funcionalidad mediante valores de derivas, cantidades de obra y costos económicos asociados. Los resultados indican que la simple sustitución de las columnas desfavorece los costos globales; lo que destaca la importancia de realizar una reconfiguración estructural en función de las nuevas columnas compuestas, las cuales consisten en un cajón metálico que confina el núcleo en concreto; permitiendo el mejor funcionamiento, las menores cantidades estructurales y el ahorro de costos directos de ejecución. This document presents the comparison of a structural system with traditional reinforced concrete columns and an alternative with composite columns, in the design of an essential educational building, consisting of a one-story block with a multipurpose terrace. The review and selection of the best solution is determined by the results of functionality through values of drift, quantities of materials and associated economic costs. The results indicate that the simple substitution of the columns detracts the overall costs; which highlights the importance of carrying out a structural reconfiguration based on the new composite columns, which consist of a metal box that confines the concrete core; allowing the best performance, the smallest structural quantities and savings in terms of costs. Ingeniero Civil http://www.ustabuca.edu.co/ustabmanga/presentacion Pregrado

Coordenação de Aperfeiçoamento de Pessoal de Nível Superior A história da construção civil está ligada ao desenvolvimento do homem e têm obtido avanços na área habitacional. Em função desse avanço, o conceito de desempenho de edificações vem sendo estudado, e pode ser entendido como o comportamento em uso das construções ao longo da vida útil. A ABNT NBR 15575:2013 introduziu vários requisitos de desempenho. Esse trabalho tem o objetivo de avaliar requisitos de desempenho em paredes de concreto com ar incorporado. Essa avaliação foi feita através de ensaios de corpo mole e corpo duro, e ensaios de choque térmico. Foram utilizados três tipos de concreto com teores diferentes de aditivo incorporador de ar. Os grupos amostrais foram formados por três protótipos de casas com quatro paredes mais 9 painéis que foram moldados em fôrmas de madeira nas mesmas condições dos protótipos, além da moldagem de 24 cp’s cilíndricos (10 cm x 20 cm), de cada tipo de concreto. Dessa maneira, a variável de entrada foi o teor de aditivo incorporador de ar e as variáveis de saída foram: massa específica, teor de ar e composição real do concreto no estado fresco; e resistência ao impacto de corpo mole e corpo duro, resistência ao choque térmico, módulo de elasticidade, resistência à compressão e massa específica do concreto no estado endurecido. Nos ensaios de corpo mole e corpo duro, os resultados indicaram que o deslocamento instantâneo gerado pelo ensaio de impacto de corpo mole correspondeu a h/13320 (h=2720 mm) e não houve sinais de falhas; os deslocamentos mantiveram uma correlação negativa com o teor de ar e positiva em relação à energia do impacto, representada pela altura de lançamento do saco cilíndrico; a profundidade das mossas foi inferior a 0,085 mm para todas as paredes e protótipos e o SVVE pode ser classificado com nível de desempenho S de acordo com a ABNT NBR 15575:2013. Nos painéis, o teor de ar no concreto influenciou positivamente os resultados da ação do choque térmico; a incorporação de ar reduziu as curvaturas durante a ação do calor e de acordo com a ABNT NBR 15575:2013 o SVVE ensaiado possui nível de desempenho M. The history of the building is linked to the development of man and have obtained advances in the housing area. Given this progress, the concept of building performance has been studied, and can be understood as the behavior in use of buildings along the lifespan. The ABNT NBR 15575:2013 implemented various performance requirements. This study aims to evaluate performance requirements in concrete walls with incorporated air. This assessment was made by soft body tests, hard body, and thermal shock tests. It has been used three types of concrete with various levels of air additive developer. The sample groups were formed for three prototypes of houses with four walls each, plus 9 panels that were shaped in wooden molds in the same conditions of prototypes, and with the addition of 24 cp’s cylindrical molding's (10 cm x 20 cm), of each type of concrete. Thus, the input variable is the content of air incorporator additive, and the output variables are: specific mass, air content and real concrete composition in the fresh state; impact resistance soft body and hard body, thermal shock resistance, elastic modulus, compressive resistance and the specific mass of the concrete in the hard state. In soft body tests and hard body, the results indicated that the instantaneous displacement generated by the soft body impact test corresponding to h/13320 (h = 2720 mm) and no failures signals; displacements maintained a negative correlation with air content and positive regarding the impact energy, represented by the release height of the cylindrical bag; the depth of the dents is less than 0.085 mm for the walls and prototypes and SVVE can be rated performance level S according to ABNT NBR 15575:2013. The panels, the air content in the concrete positively influenced the results of the thermal shock action; the incorporation of air reduced the curvatures during the action of heat and according to NBR 15575:2013 the SVVE tested has performance level M. Dissertação (Mestrado)

The impact of the seismic performance of corrosion-damaged reinforced concrete (RC) members on the overall seismic performance of the entire RC structure must be investigated. Related research results provide important guidance for a more accurate seismic performance evaluation of RC structures with corroded members including beams and columns. However, currently available technologies for the seismic evaluation of existing RC structures do not consider the impact of reinforcement corrosion-induced deterioration on the seismic performance of RC members. The main focus of this study is on proposing a practical methodology to evaluate the seismic performance of such buildings. More specifically, the proposed methodology enables a direct quantitative evaluation of seismic performance by estimating the structural performance based on the strength and deformation capacity of corroded members. In pursuit of this research background and the objectives, our research team first performed an experimental study to estimate the impact of reinforcement corrosion on the structural behavior of RC shear beams and flexural beams and determine the factors associated with structural performance deterioration. A high correlation between the half-cell potential (HCP) before and after reinforcement corrosion of RC beams and the structural performance degradation factor based on the energy absorption capacity has been seen previously. In this study, a finite element analysis (FEA) was conducted, in which bond strength loss between rebar and concrete due to reinforcement corrosion of beam members was considered as one of the aging-related degradation factors, and the correlation between structural performance degradation before and after corrosion in beam members was studied. In addition, we compared and analyzed the results of the previous experimental research and FEA conducted in this study and proposed a structural performance degradation factor as a function of corrosion of shear and flexural beams. The research results indicate that the FEA-derived bonding factor (β) and performance degradation factor (ϕ) of flexural beam can be approximated with the equation ϕ=(0.36−β)−1+101 (R2 = 0.94), together with β–mV (average potential difference in voltage) correlation mV=(1.36−β)/(0.018−0.05β). In the case of shear beams, FEA resulted in ϕ=37.3β+63, which enables regression approximation, showing a high correlation (R2 = 0.98), together with β–mV correlation (mV=932.5β−1075). Using the mV–β–ϕ correlation curves, the bonding factor (β) depending on the degree of corrosion of RC beam members and the performance degradation factor (ϕ) based on the consequent strength-deformation capacity can be evaluated.

Carbon fiber reinforced polymer (CFRP) composites have been extensively used in airframes, train bodies, and engine blades for their properties of high strength, low weight, and good stability. The in-service structural performance of CFRP composites is always an important point to be investigated for its influence on structural safety. For this reason, CFRP composite plates assembled with fiber Bragg grating (FBG) sensors were developed, and the in-service structural characteristics of the CFRP plates were interpreted by FBG signals measured through time. A theoretical analysis supported by a numerical method has been provided. Experimental testing was conducted to check the proposed sensing technique for the dynamic response identification of the CFRP plate. The curing process of the bilayer CFRP plated inserted with FBGs in series was also explored. The results showed that the surface-attached FBGs in series could accurately characterize the dynamic response of the CFRP plate, and a good agreement between the numerical and testing results was observed. The strain and temperature distributions during the curing process of the bilayer plate indicated that the in-service structural performance of bilayer CFRP plates can be configured by the assembled FBG sensors. This study can support the structural health monitoring of projects by using CFRP composites.

In this manuscript, structural testing was conducted on high-strength concrete slab specimens to investigate the behavior of such specimens when reinforced with a locally produced GFRP reinforcement. Subsequently, a finite element model (FEM) was constructed and validated against the experimental results. In the experimental phase, a total of eleven specimens (nine were reinforced with GFRP, while two were reinforced with conventional steel) were constructed and tested. The slabs dimensions are 700 mm × 1750 mm with variable thickness from 100 mm to 150 mm and different reinforcement ratios using different diameters. The structural behavior of the tested slabs was investigated in terms of ultimate load, ultimate deflection, load–deflection relationship, and crack pattern. Additionally, a nonlinear finite element model using the software ANSYS 2019-R1 was constructed to simulate the structural behavior of slabs reinforced with GFRP bars. The results obtained from the finite element analysis are compared with experimental results. The outcomes showed that the contribution of GFRP rebars in concrete slabs improved slab ductility and exhibited higher deflection when compared with traditional steel rebars. Good agreement between experimental and nonlinear analysis was obtained.

Due to copyright restrictions, the access to the full text of this article is only available via subscription. The output of interdisciplinary research is unexpected that one particular field cannot reach with his/her own expertise. In traditional architectural workflow, computational tools associated with performance simulation are utilized during the later stage of the design process following the concept design. However, this reduces the efficiency by alterations of the conceptual model. Based on the fact that material, form and performance aspects of design can be integrated together, by specifying their parameters, rules and relationships as observed in natural systems, a Material-based Integrated Computational Design Model (MICD-m) in architecture is developed combining architectural design with biology, material science, mathematics, mechanical engineering, structural engineering and computer science for the early stage use in architectural design. A custom-designed user interface, database and reports are included in the MICD-m, designed as a plug-in for a 3D geometric modelling tool. The MICD-m is tested with a case study in parametric modelling environment. Istanbul Teknik Universitesi

In this paper, using a large database from the Long Term Pavement Performance program, the authors developed an Artificial Neural Network (ANN) to estimate the structural performance of asphalt pavements from roughness data. Considering advantages of modern high-performance survey devices in the acquisition of road pavement functional parameters, it would be of practical significance if the structural state of a pavement could be estimated from its functional conditions. To differentiate various road section conditions, several significant input parameters, related to traffic, weather, and structural aspects, have been included in the analysis. The results are very interesting and prove that the ANN represents an adequate model to evidence this relation. The papers shows the effectiveness of the adoption of a large database for the analysis of the correlation. ANN provides also better results in comparison with Linear Regression. Further, the authors trained three different ANNs to analyse the effects of modified datasets and different variables. The numerical outcomes confirm that, by using this approach, it is possible to correlate with good accuracy roughness and structural performance, allowing road agencies to actually reduce the deflection test frequency, since they are generally more costly, time consuming, and disruptive to traffic than functional surveys.

Minimizing frost damage is one of the important durability issues for concrete structures in cold and wet areas. This paper performed a Finite Element Model (FEM) analysis on the structural behavior of reinforced concrete beam under the effect of frost damage. The frost damage was considered as degradations in two constituents: concrete material and bond between concrete and reinforcement. The constitutive models of deteriorated concrete material were proposed using a mesoscale simulation approach (Rigid Body Spring Model). DIANA FEA program was adopted for the structural analysis and experiments were also conducted for the verification. It was clarified that the structural performance of reinforced concrete beam under frost damage could be well evaluated by the FEM analysis. The assessment of the structural behavior of concrete members with frost damage would be achieved with this method.

This numerical study investigates the structural performance of railway sleepers made of ultra high-performance concrete (UHPC). First, numerical concrete sleepers are developed, and the tensile stress-strain relationship obtained from the direct tension test on the UHPC coupons is used for the tensile constitutive model after applying a fiber orientation reduction factor. The numerical sleeper models are validated with the experimental data in terms of the force and crack-width relationship. Second, using the developed models, a parametric study is performed to investigate the performance of the UHPC sleepers while considering various design/mechanical/geometrical parameters: steel fiber contents, size of the cross-section, and diameter and strength of prestressing (PS) tendons. The simulation results indicate that the size of the cross-section has the most impacts on the performance, while the effect of yielding strengths of PS tendons is minimal among all the parameters. Engineers need to pay attention to efficiency and an economical factor when using a larger cross-section, since sleepers with larger cross-sections can be an over-designed sleeper. This study suggests an economical design factor for engineers to evaluate what combination of parameters would be economical designs.

The structural and anti-seismic performances of historical masonry churches are related not only to structural damage and masonry quality but also to other criticalities that can jeopardise the connections, wooden elements, and non-structural elements. As such, the technical and scientific communities are interested in the development of fast visual-survey approaches for assessing these issues and for performing exhaustive diagnostics by considering all the parameters affecting the building performance.In this paper, a new procedure for performing rapid visual surveys and the diagnostics of masonry buildings using a set of condition ratings is proposed. The proposed novel approach includes three synergistically related techniques: i) the analytic hierarchy process method for measuring and analysing both qualitative and quantitative data during a visual survey, ii) a suitable survey form to perform a rapid visual inspection implementable in a decision support system (DSS), and iii) a DSS procedure to provide a powerful computerised tool that would be useful in large-scale data acquisition. Finally, to demonstrate the potential of the proposed approach, the Romanesque masonry church SS. Salvatore in Capurso, Italy,is analysed. A comparison with a standard diagnostic workflow is also presented to validate the procedure and to emphasise the advantages of the novel diagnostics.

The performance of reinforced concrete beams in the presence of cathode-ray tube (CRT) glass waste is examined. Four concrete mixes containing 0%, 10%, 20%, and 30% CRT glass waste as partial replacement of sand were prepared. The compressive and flexural strength as well as the modulus of elasticity of concrete were determined. Reinforced concrete beams with varying amounts of CRT glass were prepared and the three-point bending test was conducted. The load-deflection curve as well as the strain distribution along the depth of the beams were determined. Concrete containing CRT glass showed an increase in compressive strength, flexural strength, and modulus of elasticity especially at 10% replacement level. The load carrying capacity of reinforced concrete beam is higher when 10% of sand is replaced with CRT glass compared to the control beam and the beams with 20% and 30% CRT glass substitution. The failure mode of the reinforced concrete beams is flexural failure, and the failure pattern is similar for all beams. Strain distribution showed a better ductility at control beam where the deflection was higher than the other beams at the same load. Numerical analysis was conducted, and comparison was made with the experimental results. The comparison showed the accuracy of the software used, where the results of maximum load capacity and maximum deflection were very similar, and the difference did not exceed 5%. In addition, the tensile damage generated by the numerical analysis was very similar to that obtained by the experimental study.

The aim of the study consists in evaluating the life-cycle costs of a r.c. 3D system isolated by single-concave FPS bearings with different isolated periods in order to evaluate the potential benefits provided by increasing values of the isolation degree. In particular, assuming the elastic response pseudo-acceleration related to each isolated period and the coefficient of friction as random variables relevant to the problem characterized by appropriate probability density functions, the Latin Hypercube Sampling method has been adopted as random sampling technique in order to define the input data and perform 3D non-linear dynamic analyses. Thus, bivariate structural performance curves for each story of the superstructure and for the substructure as well as seismic reliability-based design (SRBD) abacuses for the isolation level have been defined for the different values of the isolation degree. Finally, the life-cycle cost analysis of the isolated system with different curvature radius of the FP bearings has been accomplished taking into account both the initial costs and the expected loss costs, due to future earthquakes, of the overall system during its design life (50 years) in order to evaluate the influence of the isolation degree on both the seismic performance and the total costs.

Previous studies on stainless steel tubular section beam-columns have revealed shortcomings in established codified design methods. These shortcomings stem principally from inaccurate predictions of the bending and column buckling end points of the design interaction curves, where the bending moment end points are tied to the elastic or plastic moment capacities without considering strain hardening, while the column buckling end points are often over-predicted. Inaccuracies also arise due to the adopted interaction factors, which do not fully capture the structural response of the stainless steel members under combined loading. These observations prompted the present research, which is aimed at developing more efficient design rules for stainless steel tubular section beam-columns. In the presented design proposals, the deformation-based continuous strength method (CSM), allowing for strain hardening, was used to determine the bending moment capacities (i.e. the bending end points), while the column buckling strengths (i.e. the column end points) were calculated according to recently proposed buckling curves. Based on these more accurate end points, new interaction factors were derived following a comprehensive numerical simulation programme. The accuracy of the new proposals was assessed through comparisons against over 3000 experimental and numerical results. Compared to the current design standards, the new proposal yields a higher level of accuracy and consistency in the prediction of stainless steel square and rectangular hollow section (SHS and RHS) beam-column strengths. Use of the proposed interaction factors but with the Eurocode bending moment capacities and revised column buckling strengths as the end points was also assessed and shown to result in more accurate and less scattered strength predictions than the current Eurocode provisions. The reliability of the proposals has been confirmed by means of statistical analyses according to EN 1990, demonstrating its suitability for incorporation into future revisions of international design codes for stainless steel structures.

WOS:000378955000014; International audience; This paper presents the chloride penetration and the effect of chloride ingress on the serviceability of reinforced concrete (RC) beams. A series of experimental studies were carried out on beams with various corroded ages up to 28 years. The chloride content in different locations were tested during various periods. Different states influencing the serviceability of the corroded beams were investigated, including the maximum width of the corrosion-induced cracks of the concrete cover, the mid-span deflection of the beams under the service load and their load-bearing capacity. Based on the results available from this programme, the service life of corroded beams was predicted by the corrosion process of the reinforcement. The results showed that the chloride corrosion could significantly deteriorate the serviceability of the beams. The current criteria concerning the chloride content at the level of the reinforcement of the concrete beams and the maximum width of the corrosion-induced cracks appear to be very conservative. (C) 2016 Elsevier Ltd. All rights reserved.

Due to its wide range of related research contents and diversified research approaches, the term ‘Structural Morphology’ has not been clearly defined by the Structural Morphology Group (SMG) of the International Association for Shells and Spatial Structures (IASS), founded in 1991, although some scholars have given their own viewpoints. This paper presents a different way to understand the meaning of “Structural Morphology” and its connotations. Nowadays, numerical techniques have become the most important means to do research in the field of structural engineering, and they can assist in the design, analysis and optimization of structures by handling a large number of parameters. In this paper, we present a common conceptual scheme for these numerical analysis methods. The scheme classifies the parameters of the initial structural system into five categories and, with the aid of numerical analysis methods, leads to the structural performance of the final structure. Two simple numerical examples are shown to verify the rationality of the scheme. On this basis, a conceptual formula to describe 'Structural Morphology' is proposed, which contains the whole numerical analysis process, shows the goal of structural morphology and also suggests a suitable methodology. Moreover, since numerical form-finding and computational morphogenesis have become two main research foci of structural morphology, a basic introduction, methodology and some achievements related to each research focus are presented in this paper.

The current investigation deals with the buckling behavior of variable-stiffness composite panels manufactured by the automated fiber placement (AFP) process. In order to minimize the occurrence of AFP-inherent defects as gaps and overlaps, the so-called tow-drop method was adopted. Compression-buckling tests were performed on large panels containing gaps or overlaps under simply-supported boundary conditions. The specific responses of the out-of-plane deflections, which were tracked by four laser sensors focused on the axial centerline of the panels during compression loading, were explained by the measured initial geometric curvatures, which were characteristic of variable-stiffness panels. The tracking of the in-plane strains using sixteen strain gauges located strategically on the panels confirmed that the presence of gaps and overlaps does not affect the symmetry of variable-stiffness panels. Finally, it was established that the tow-drop method significantly improved the structural performance in terms of the pre-buckling stiffness, buckling load, and the failure load while keeping minimal geometric disturbances.

To improve the permeability of porous asphalt concrete (PAC) with a small nominal maximum aggregate size (NMAS) of 10 mm (PAC10), a novel gradation design by excluding the 0.075&ndash, 3 mm aggregate was developed. This study aims to evaluate the functional and structural performances of the novel PAC10 with various mineral filler contents, using the conventional PAC10 and 13 mm NMAS PAC (PAC13) as reference, and develop the optimum gradation of the novel PAC10. The performance properties evaluated include moisture susceptibility, durability, high-temperature stability, low-temperature cracking resistance and permeability. The results indicated that for the two conventional PACs with the same fine aggregate and mineral filler content, PAC10 had worse permeability and rutting resistance, similar moisture susceptibility and durability, and better low-temperature cracking resistance, compared with the PAC13. The novel PAC10 showed better permeability than the conventional PAC10. With the increase of the mineral filler content, the structural performance of the novel PAC10 is improved, but its permeability is decreased. With a mineral filler content of 6%, the novel PAC10 can have balanced functional and structural performances, which are equivalent to those of the conventional PAC13.

In this research, a cable-type wall system that could replace the conventional aluminum curtain wall system for reinforced concrete high-rise buildings is proposed. The cable-type wall system is a newly developed system, which could be used as an existing exterior skin system, and can effectively support the wind load acting on the exterior of the high-rise buildings by the pre-induced initial tension force to the cable supporting the glass. The main advantages of the cable-type wall system are that the expense of construction could be reduced due to the simplicity of the construction. The experiment of structural analysis and air/water tightness was performed to evaluate its feasibility of industrialization. The structural performance of the cable-type wall system was evaluated through the structural analysis and the full-scale experiment to predict the initial pre-tension force and the design load displacement of the vertical one-way cable-type wall system that can be used for a typical floor of the high-rise building. The initial pre-tension force and structural behavior of the cable were analyzed by using the structural design program MIDAS-Gen. The maximum deformation value in the structural test was found to satisfy the AAMA condition, which is equal to the size of the facade skin system. The air/water tightness test was conducted to verify the performance. Test results show that the cable-type wall system satisfies the air/water tightness performance standards ASTM E283, E331 and AAMA 501.1-05 which are the most basic standards that the facade system must provide. As a result of this study, it is expected that the proposed cable-type wall system could be used for facade system, not only the structural performance but also air/water tightness performance are secured.

The mosques are the most important pieces of Islamic culture in terms of their architectural and structural properties. The mosques and complexes are built in the center of living areas and constituted important structures in the surroundings in Islamic culture. Therefore, it is very common to observe the mosques in almost every city center. In this study, Merzifon Donertas Mosque, which is located in the city, center of Merzifon and which takes an important part among Amasya's historical monuments is investigated by means of static and dynamic analyses by the use of finite element method. The material properties and formulas, given in the literature, have been considered in order to obtain the structural behavior of the structure. The results of the analyses show that the most critical parts of the mosque. © Springer International Publishing AG.

WOS:000356119300007; International audience; This paper presents an investigation of the residual structural response of corroded, deep, reinforced concrete (RC) beams. A three-point loading test was carried out on two corroded deep beams that had been stored in a natural corrosive environment for 28 years. Two uncorroded beams with the same steel configuration and span were tested to understand the impact of corrosion on the residual mechanical performance of the deep beams. The distribution of corrosion and gravimetric cross-section loss of the tension bars were measured. The corroded tension bars were extracted from the beams to study the residual mechanical properties. The load-bearing capacities of the corroded beams were assessed using the measured mechanical properties and the residual cross-section of the bars according to different failure mechanisms. The results show that, in this case, the corrosion of steel reinforcing bars could change the failure mode of the reinforced concrete beams from shear to flexure. (C) 2015 Elsevier Ltd. All rights reserved.

Half precast concrete slabs with inverted multi-ribs (Joint Advanced Slab, JAS), which enhance composite performance between slabs by introducing shear keys at connections between the slabs and improve structural performance by placing prestressing tendons and truss-type shear reinforcements, have recently been developed and applied in many construction fields. In this study, flexural and shear tests were performed to verify the structural performance of JAS members. Towards this end, two flexural specimens and four shear specimens were fabricated, and the presence of cast-in-place concrete and the location of the critical section were set as the main test variables. In addition, the flexural and shear performance of the JAS was quantitatively evaluated using a non-linear flexural analysis model and current structural design codes. Evaluation results confirmed that the flexural behavior of the JAS was almost similar to the behavior simulated through the non-linear flexural analysis model, and the shear performance of the JAS can also be estimated appropriately by using the shear strength equations presented in the current design codes. For the JAS with cast-in-place concrete, however, the shear strength estimation results differed significantly depending on the way that the shear contributions of the precast concrete unit and cast-in-place concrete were calculated. Based on the analysis results, this study proposed a design method that can reasonably estimate the shear strength of the composite JAS.

In this research, hydroxyapatite (HAp) was synthesized from chicken eggshell waste by hydrothermal method for the development of bio-composite material suitable for biomedical implant. However, since environmental influences on natural materials are unique for different geographical locations in the world, the use of agro wastes from these locations need to be investigated. This work provides the detail results of the potentials of eggshell as HAp source. High-density polyethylene (HDPE)/HAp composites were developed by random dispersion of Hap (10, 20, 30 and 40 wt.%) in HDPE matrix, and were designated as HAC10, HAC20, HAC30, and HAC40. The HAp-filled HDPE composites were developed by a hot compression moulding process. The samples were subjected to tensile, flexural, impact, fracture toughness and wear tests according to ASTM standards in order to establish their structural performance as an implant material. Furthermore, the samples were also tested for hydrophilicity using tap water and simulated body fluid (SBF). X-ray diffraction analysis showed strong peaks of hydroxyapatite phase which established that the influence of the selected processing conditions on the poultry eggshell as a natural source for the biomedical application was suitable for the synthesis of high-quality hydroxyapatite. The mechanical properties of the developed composites were enhanced to the level of the required properties expected of an implant material compared to the control sample except for impact strength. Water absorption characteristics of the developed composite samples also displayed expected behaviour in SBF solution than in tap water thereby promoting the material as a good implant material. From the results, the sample with 40 wt.% HAp possess the highest values in the mechanical properties examined while sample from 20 wt.% had the best fracture toughness. The results revealed that these waste eggshells could be successfully converted into useful biocompatible HAp particles needed for the enhancement of the mechanical properties of polymer composites to meet the structural challenges of bio-composites.

Beam&ndash, column assembled joint connections are crucial for realizing the industrialization of buildings through prefabrication. This paper focuses on the mechanical properties of a new dry-type high-strength bolt connection joint used in prefabricated buildings. The structural performance properties examined include bearing capacity, stiffness, failure mode, energy dissipation capacity, and deformation performance, all of which are tested through a pseudo static test involving low-cycle repeated loading. The test results show that the failure of the new dry-type beam&ndash, column connection joint is through plastic failure, with full hysteretic curve and good energy dissipation performance. The results provide a foundation for the analysis of assembled structural framework systems based on different forms of dry-type connection joints.

With the increase in the demand for bitumen, it has become essential for pavement engineers to ensure that construction of sustainable pavements occurs. For a complete analysis of the pavement, both its structural and functional performances are considered. In this study, a novel material (i.e., Graphene Nano-Platelets (GNPs)) has been used to enhance both of the types of pavements&rsquo, performances. Two percentages of GNPs (i.e., 2% and 4% by the weight of the binder) were used for the modification of asphalt binder in order to achieve the desired Performance Grade. GNPs were homogeneously dispersed in the asphalt binder, which was validated by Scanning Electron Microscope (SEM) images and a Hot Storage Stability Test. To analyze the structural performance of the GNPs-doped asphalt, its rheology, resistance to permanent deformation, resistance to moisture damage, and bitumen-aggregate adhesive bond strength were studied. For the analysis of the functional performance, the skid resistance and polishing effect were studied using a British Pendulum Skid Resistance Tester. The results showed that GNPs improved not only the rutting resistance of the pavement but also its durability. The high surface area of GNPs increases the pavement&rsquo, s bonding strength and makes the asphalt binder stiffer. GNPs also provide nano-texture to the pavement, which enhances its skid resistance. Thus, we can recommend GNPs as an all-around modifier that could improve not only the structural performance but also the functional performance of asphalt pavements.

Volumetric prefabricated building construction is growing in most developed countries; for example, in Sweden the market share of prefabricated building systems in the housing industry was more than 80%. However, in Australia only approximately 3⁻4% of new building constructions are prefabricated buildings in a year. A major hindrance to the growth of prefab construction in Australia is that systems are developed under commercial and confidential conditions. There are limited publicly-available research and case studies for certifiers, regulators, engineers and academia to provide independent information on the performance, advantages and disadvantages of prefabricated building systems. Independent designers and structural engineers are relying on the strength of the structural and non-structural element, as well as the connections of the prefabricated building systems. This strength is estimated from the “commercial-in-confidence„ test of individual components by manufactures, and it might result in undesired outcomes in design. This paper provides an overview of available literature on structural performance, benefits, constraints and challenges of prefabricated building systems. This paper also highlights the research needed on the prefabricated building systems such as full-scale tests, numerical modelling, hybrid simulations, case studies and social and economic assessments. Being supported by sound academic research will increase the market demand for prefabricated building systems in Australia as well as in other countries.

This article introduces the results of experiments on 25-year-old reinforced concrete beams under the effect of service load. Two reinforced concrete beams were stored in a chloride environment and allowed to corrode, while a non-corroded control beam was stored in the normal laboratory environment. A finite macro-element model for corroded reinforced concrete, taking account of the influence of corrosion development and the reduction of the bond between longitudinal steel reinforcement and concrete, was applied to calculate the mechanical behaviour of the beams. The comparison between the theoretical calculation and the experimental results showed that, when evaluating the mechanical behaviour of corroded reinforced concrete, besides the factors of length, width of cracks due to corrosion, and the number of cross-beam-axis cracks, it is necessary to consider transverse cracks in the cross-section of the beam due to corrosion of the transverse reinforcement.

This paper presents a comprehensive experimental study of the buckling behavior of ferritic stainless steel tubular section beam-column structural members subjected to unequal end moments. Testing was carried out on two cold-formed and seam-welded cross sections—one rectangular hollow section (RHS) 100×40×2100×40×2 and one square hollow section (SHS) 60×60×360×60×3 made of grade AISI 410 (EN 1.4003) stainless steel. The experimental investigation included a series of material tensile coupon tests, initial local and global geometric imperfection measurements and 24 beam-column tests under unequal end moments. The experimental setup and procedures are described, and the test observations, including the key test results, the load-deformation histories, and the failure modes, are fully reported. The experimental results were carefully analyzed and then compared with the design strength predictions determined according to the current European code, American specification, and Australian/New Zealand standard for stainless steel structures, enabling the accuracy of each codified method to be evaluated. Generally, the European code resulted in the most conservative and scattered strength predictions among the three codified approaches, owing principally to the use of the same treatment for stainless steel beam-columns under both equal and unequal end moments. The American specification and Australian/New Zealand standard employ an equivalent uniform moment factor to consider the beneficial effects of moment gradient on beam-column strengths. These approaches were shown to offer more accurate and consistent capacity predictions for ferritic stainless steel beam-columns under unequal end moments, though further improvements remain possible.

The aim of this study is to conduct a multi-objective parametric study by simultaneously analysing the thermal and structural performance of a wood-frame window. The finite element simulation program COMSOL is used to carry out the thermal and structural analysis. A global sensitivity analysis is performed to screen and rank the dominant parameters. Afterwards, a parametric analysis is performed by varying the dominant parameters. The results demonstrate that the performance of the frame configuration of the wooden window can be improved from the nominal configuration. The results suggest that the methodology can be further improved by conducting form-finding and typology-based optimization studies while accounting further for the impact of the window on the energy use for heating in buildings.

Design of structural systems for commercial and multi-residential buildings throughout most parts of the world, is currently dominated by the use of reinforced and / or prestressed concrete construction, usually supported by steel or concrete beams and frames. However, recent developments throughout the world have demonstrated the potential for timber based structural systems to be used in these types of buildings for beams and columns, roof structures and floors. The advent of engineered wood products (EWP's) such as LVL and glulam has made it possible to fabricate large section, long spanning structural members that have excellent structural properties and reliability equivalent to that of steel or concrete used in the same applications. Since 2007, significant (and related) research initiatives have been undertaken in Australia and New Zealand, investigating the performance of timber and timber hybrid systems for use in large span / medium rise commercial and industrial buildings. In 2009 a research consortium of government, industry and three Universities known as the Structural Timber Innovation Company (STIC) commenced an extensive R&D 5 year program with a total budget of $10m NZD. This paper presents an overview of each area of research, describing the focus of work to date, discussion of issues that have been identified and addressed, as well as details of expected outcomes.

This paper summarizes the recent development in grouted pile-to-sleeve connections that have been widely used in offshore structures, wind turbine towers and building structures. Parameters affecting the performance of prestressed grouted pile-to-sleeve connection are also discussed according to the test results. Different failure modes with different configurations are compared. The mechanical properties of the connection under axial load, combined loads and cycling load are presented. Relevant design equations proposed by different organizations are also given in this paper. Finally, the possibility of prestressed grouted pile-to-sleeve connection used as a new energy dissipative brace is also presented

Tez (Yüksek Lisans) -- İstanbul Teknik Üniversitesi, Fen Bilimleri Enstitüsü, 2016, Thesis (M.Sc.) -- İstanbul Technical University, Instıtute of Science and Technology, 2016, Küreselleşme sebebiyle nüfusun büyük bölümünün kentlere yoğunlaşmasıyla birlikte yüksek yapıya olan ihtiyaç ortaya çıkmıştır. Geleneksel tasarım yöntemleriyle dizayn edilen yüksek yapılarda, son 50 yılda meydana gelen orta ve yüksek şiddetli depremler nedeniyle yapısal hasarlar oluşmuştur. Meydana gelen hasarlara bağlı olarak can, ekonomik ve sosyal kayıpların çok fazla olması, deprem etkilerinin gerçeğe en yakın olarak saptanması gerekliliğini doğurmuştur. Deprem etkileri altında dayanım esaslı tasarım yöntemlerine alternatif olarak şekil değiştirme esaslı tasarım yöntemlerinin geliştirilmesine başlanmıştır. Performansa bağlı tasarımın ana felsefesi, deprem etkisi nedeniyle taşıyıcı sistemde meydana gelebilecek yer değiştirme, şekil değiştirme ve hasar seviyelerinin önceden saptanmasıdır. Özellikle son 20 yılda ABD’deki araştırma çalışmalarının sonucunda hazırlanan ATC, FEMA dokümanlarıyla birlikte, kuvvete dayalı dayanım prensipleri, yerini yer değiştirme odaklı performansa göre tasarıma bırakmıştır. Günümüzde deprem etkilerinin dizayna hakim olduğu yüksek yapılar, performansa dayalı tasarım yöntemleriyle yapılmaktadır. Yüksek lisans tezi olarak tamamlanan bu çalışma kapsamında, taşıyıcı sistemi çerçeve ve yüksek sünek merkezi çelik çaprazlardan oluşan 47 katlı kompozit bir binanın ön tasarımı yapılarak, zaman tanım alanında doğrusal olmayan analiz yöntemiyle deprem performansı belirlenmiştir. Sayısal incelemede malzeme ve geometri bakımından doğrusal olmayan yapısal sistem, ETABS sonlu elemanlar yazılımı yardımıyla oluşturulan matematik model sayesinde, İstanbul Yüksek Binalar Deprem Yönetmeliği D3 felaket senaryosu ivme spektrumuna göre ölçeklenmiş yer hareketleriyle çözülmüştür.Yapının düşey yükler altındaki çözümü için AISC 360-10 yönetmeliği yük ve tasarım katsayıları tasarımı (LRFD) yöntemi tercih edilmiştir. Merkezi çelik çaprazların tasarımı için AISC 341-10 yönetmeliğinden de yardım alınmıştır. Doğrusal olmayan malzeme ve kuvvet şekil değiştirme eğrileri için ASCE 41-13 ve ATC-72 dokümanlarından yararlanılmıştır. Yapıya etkiyen yatay yüklerin hesabı için, İstanbul Yüksek Binalar Rüzgar Yönetmeliği 2009 ve İstanbul Yüksek Binalar Deprem Yönetmeliği 2008 esas alınmıştır. Çelik çaprazların ve kolon kiriş birleşim tahkikleri için kapasite prensipleri kullanılarak yapının boyutlandırılması tamamlanmıştır. Sunulan çalışma 6 kısımdan oluşmaktadır. Birinci bölümde, performansa dayalı tasarım ve değerlendirmenin kavramsal açıklaması yapılarak, tasarım yönteminin ortaya çıkmasına neden olan deprem etkileri ve hasar süreçlerinden bahsedilmektedir. Yapılan çalışmanın amacı da gene bu bölümde özetlenmiştir. İkinci bölümde, çok katlı yapıların gelişim aşamalarından bahsedilmektedir. Geçmişten günümüze kadar uzanan çok katlı yapı tasarımları incelenerek, daha yüksek yapılar inşa edilmesine olanak sağlayan taşıyıcı sistemlerin gelişimi anlatılmaktadır. Ayrıca bu bölümde yüksek yapıların bölgelere göre dağılımı ve kullanılan yapısal malzemeler değerlendirilmiştir. Çalışmanın üçüncü kısmında, yüksek bir yapının tasarımı için ele alınması gereken parametreler diğer disiplinleri de içine alarak irdelenmiştir. Bununla birlikte, yapısal taşıyıcı sistemlerin özellikleri ve kullanım durumları ile ilgili detaylı bilgilendirme yapılmaktadır. Yapı taşıyıcı sistemleri sınıflandırılarak, taşıyıcı sistem düzenlenmesi aşamasında önemli noktalara da bu bölümde değinilmektedir. Dördüncü bölümde, performansa bağlı tasarımın gerekliliği ve yöntemlerin tarihsel gelişimi anlatılarak, deprem yönetmeliklerindeki tasarım süreci günümüze kadar değerlendirilmektedir. Bu bölümde ayrıca Deprem Bölgelerinde Yapılacak Binalar Hakkında Yönetmelik (2007) ‘nin ilgili bölümleri irdelenerek eksik noktalarına değinilmektedir. Tezin beşinci kısmına, sayısal olarak incelenen çok katlı yapının özelliklerinden, taşıyıcı sisteminden ve tasarım kabullerinden bahsedilerek başlanmıştır. Daha sonra, yapının sismik tasarımında kullanılan İstanbul Yüksek Binalar Deprem Yönetmeliği’nin tasarım ivme spektrumunun oluşturulması için gerekli ifadeler değerlendirilerek, farklı deprem düzeyleri için ivme spektrumları oluşturulmuştur. Çalışmanın önemli kısımlarından deprem yer hareketlerinin seçimi ve ölçeklenmesi bu bölümde yer almaktadır. Deprem kayıtları seçilirken dikkat edilmesi gereken hususlar, yönetmeliklerce öngörülen koşullar incelenmiştir. Yer hareketlerinin ölçeklendirme yöntemlerinin detayları anlatılan bu bölümde ayrıca ölçeklendirme yöntemleri karşılaştırılmıştır. Yüksek bir yapının maruz kaldığı dinamik rüzgar etkilerinin incelenmesi için İstanbul Yüksek Binalar Rüzgar Yönetmeliği kullanılmıştır. Rüzgar yüklerinin hesabı için gerekli olan rüzgar hızı profilinin çıkarılması için gerekli ifadeler anlatılmıştır. Rüzgar etkilerinin ardından yapısal elemanların tasarımlarına geçilmiştir. İlk olarak dairesel enkesitli kompozit kolon tasarımından bahsedilmektedir. AISC 360-10’da yer alan koşullar anlatılarak, tasarım için dikkat edilmesi gerekenler detaylandırılmıştır. Dairesel kompozit kolon tasarımındaki ilgili etki diyagramlarının oluşturulması için gerekli sınır durumlar da ek olarak bu bölümde yer almaktadır. Daha sonra kompozit kirişlerin plastik gerilme dağılımına göre tasarımının anlatımına geçilmektedir. Kesitteki gerilme dağılımı ve tasarım sınır koşullarının irdelendiği bu kısımda, kayma çivilerinin hesabı da bulunmaktadır. Kirişlerin ardından çapraz elemanların boyutlandırılmasında sınır koşullardan bahsedilerek, çekme ve basınç dayanımlarının hesaplanması anlatılmıştır. Sayısal incelemenin bir parçası olarak, merkezi çaprazların birleşimlerinin tahkiki de bu çalışma kapsamında incelenmektedir. Kapasite sınır koşullarına göre çaprazların birleşim hesaplarının aşamaları anlatılmıştır. Ayrıca geometrik ve konstriktif kurallar ilgili ifadelerle desteklenmiştir. Çapraz elemanların plastikleşmesinden dolayı oluşan etkilerle birlikte çaprazların bağlandığı kolon-kiriş birleşim hesabı yine bu bölüm içerisinde yer almaktadır. Beşinci bölümün sonunda doğrusal olmayan analiz modelinin oluşturulmasında dikkat edilmesi gereken hususlardan bahsedilmektedir. Kullanılan malzeme özellikleri ve sönüm değerleriyle birlikte, çevrimsel ve monotonik kuvvet şekil değiştirme eğrileri hakkında bilgiler verilmektedir. Çelik elemanlarda doğrusal olmayan şekil değiştirmeler sırasında meydana gelebilecek bozulmalarla birlikte, zaman tanım alanında analiz tanımlarından bahsedilerek bu bölüm tamamlanmıştır. Altıncı bölümde, yapılan çalışmanın ardından elde edilen sonuçlar ve yapılması düşünülen geliştirmeler için öneriler sıralanmıştır. Çalışma süresince oluşturulan hesaplama tabloları, taşıyıcı sistem elemanlarının boyutlandırılması için veri dosyaları, ölçeklenmiş yer hareketleri, sayısal analiz modeli görüntüleri ve performans değerlendirme sonuçları ekler bölümünde toplanmıştır., The majority of the population has intensified to major cities by the impact of globalization, causes the need for high-rise buildings. High buildings which have been designed with conventional design procedures, have faced huge structural damages in consequence of middle and high level of earthquakes in past 50 years. Due to damages caused, great number of life, economical and social losses show the necessity of designation of earthquake impacts close to reality. In earthquake regions, development of deformation based design procedures have been commenced as an alternative method of strength based design. The main philosophy of performance based design is, identification of displacement, deformation and damage levels of structural members that faced to earthquake forces during the design process. Especially contribution of reports such as ATC, FEMA that are published results of studies which have performed in USA in last 20 years, performance based design have became more popular than strength based design. Displacement based design procedure is used for current global design method for high-rise buildings in seismic regions. In scope of this study that is completed as a master of science thesis, 47 story composite high-rise building’s, which consist of frames and special concentric braces preliminary design has been completed. Also seismic evaluation of a structure has been made with nonlinear dynamic time history analysis. In numerical examination, structural system that have material and geometrical nonlinearity, is analysed with finite element software named Etabs with scaled ground accelerations according to Istanbul High-rise Building Earthquake Code MCE level (D3) earthquake acceleration spectra. AISC 360-10 design code is followed for the gravity load design of the structure with load and resistance factor design. For ductile members, especially special concentric braces are designed according to AISC 341-10 and AISC 360-10. Nonlinear material properties and idealized force deformation relationship of the members are formed by following ASCE 41-13 and ATC-72 documents. In order to determination of the lateral loads of the structure, local wind and earthquake codes of Istanbul are used. Istanbul High-Rise Buildings Wind and Earthquake codes are not official codes however they both are recommended to be followed for the buildings higher than 60 meters located in Istanbul thats why; in this study these reports are based on determination of lateral effects. Connection of special concentric braces and frames are performed according to capacity principles also design steps are explained with construction rules and limitations. This study consist of 6 parts. In first part, definition of performance based design concept and necessity of seismic evaluation are explained. Moreover, earthquake effects and damage levels caused to create displacement based design method are mentioned. General scope of this study is also summarized in this part. Second part begins with development process of multi story structures. From past to present, design of high buildings are investigated, and evolution of structural systems which allow structural engineers to be able to design higher structures, are indicated as well. Additionally, distribution of high-rise buildings according to regions and materials used is mentioned in this chapter. Third section of the study includes, high-rise building design parameters with taking into consideration of other disciplines as a design team. Also properties of structural systems and application cases for the building types, are explained in detail. While classification of structural systems, significant points are discussed for arrangement of structural system of given building. In fourth chapter, necessity of performance based design and historical development of methods are explained. This part includes design process of seismic design codes until today for the buildings constructed in seismic regions. Moreover, related parts of Turkish Seismic Code 2007 are investigated while missing topics and concepts are mentioned. Fifth part of the study starts with, explanation of details for high-rise building that is considered in numerical examination, structural system properties and design assumptions are also mentioned. Afterwards, required expressions are given for creating design acceleration spectra for different intensity of earthquakes using with Istanbul High-Rise Buildings Seismic Code. One of the most important section as selection and scaling of ground motions takes place in fifth part as well. Important issues about selecting ground motions and limitations offered by seismic codes are investigated. While methods for scaling ground motions are explained in details, comparison has been made for parameters and results for mentioned scaling methods. In order to investigate dynamic wind effects for a high-rise building, Istanbul High-Rise Wind Provision is followed. Although Turkish Wind Code is on regulation, it has not been updated for a long time and doesn't include dynamic effects of the wind pressure therefore; that code is not considered in this study. Determination of wind loads, required expressions are explained in order to create wind speed profile of the structure. After calculation of wind loads, design phases of structural members are mentioned. First of all, concrete filled tube design according to AISC 360-10 provision is explained in detail with supplied expressions for each step, then major points for taken into consideration during the design are suggested. Limit states for creating capacity curves of concrete filled tubes are also defined in this chapter, these states are supported with expressions. Take advantage of capacity curves, moment axial force design curve including buckling is given as well. Composite beam calculation phases with plastic stress distribution is explained in detail. The part, which composite beam design limitations and rules are identified according to AISC provisions, also includes calculation of shear studs needed for composite action on beam. After columns and beams, calculation and sizing of special concentric braces are mentioned with specifying tension and compression strength of the brace member in ultimate limit states. As a part of numerical examination, connection checks for special concentric braces and frames are investigated with supported equations and geometric limitations. Capacity limit states are applied for identifying maximum effects that connection might encounter, by considering different loading cases. Calculation of typical beam-column connection where brace is also joined, is likewise shown in fifth chapter with taking into consideration of plastic hinge occurrence in brace section. Finally, important issues are discussed for creating nonlinear analysis model. Additionally, nonlinear material properties and damping values are explained, moreover monotonic and cyclic behavior of force-deformation relationship of steel members are indicated. Before concluding this part, reasons of degredations for force deformation relationships in steel elements are discussed and definitions of nonlinear time history analysis application are explained briefly. Section six includes, results of numerical examination of the study and suggestions for further development studies respectively. Calculation tables, charts, figures of numerical analysis model, spreadsheets of structural member design, scaled ground motions and performance assessment results are given in appendix section., Yüksek Lisans, M.Sc.

Professor Alemdar BAYRAKTAR, BSc/0000-0002-8973-9228; ALTUNISIK, Ahmet Can/0000-0002-2638-2903 WOS: 000365127900002 The structural performance evaluation is presented of 90 reinforced concrete (RC) buildings that collapsed during the October 23 (Ercis) and November 9 (Edremit), 2011, earthquakes in Van, Turkey. A total of 35,000 buildings are damaged or collapsed in the city center and surrounding villages after the Ercis and Edremit earthquakes. Almost all the RC buildings are affected in the region. To evaluate the structural performance of the collapsed buildings, the buildings are evaluated according to structural system properties, specification properties, material properties (concrete and reinforcement steel properties), and soil properties. The results showed that a large proportion of nonengineering RC buildings completely collapsed or were damaged heavily. Most of the RC buildings in the affected area are not designed and constructed in accordance with Turkish code. Also, it was found that 26% of the buildings do not have a building license, 66% of the buildings' ground floors were used as a commercial or retail space, 36% of the buildings lacked any structural design, 57% of the buildings were not constructed in accordance with their structural drawings, 74% of the structural drawings did not have any detail drawings and beam/column confined zones, the concrete used in many buildings did not have adequate compressive strength, aggregate dimensions were larger than the maximum aggregate diameter for concrete, 60% of the buildings were constructed with unribbed reinforcement steel, and the majority of the buildings (85%) did not have any geotechnical report. (C) 2014 American Society of Civil Engineers.

Upgrading aging transmission towers to meet the requirements of increased loads due to additional equipment and updated loading standards has attracted interest from researchers and engineers throughout the world. Retrofitting of tower leg members by adding parallel reinforcing members has been verified as an effective way to increase structural load-carrying capacity. The structural performance of the connector between reinforcing members and main members is the controlling factor in this kind of retrofitting design. In this paper, the static structural performance of bolted cruciform/splice connections in reinforced leg members was reviewed and numerical models were developed for dynamic analysis of the connections under cyclic loads using ANSYS. The bolt pretension relaxation was simulated and its structural effect on bolted cruciform/splice connections was studied. Results demonstrated that the bolt pretension loss causes high initial stiffness degradation and this effect is more influential on cruciform connections than splice connections. usc Refereed/Peer-reviewed

Congreso celebrado en la Escuela de Arquitectura de la Universidad de Sevilla desde el 24 hasta el 26 de junio de 2015. This study compares flat lattice girders mounted on two supports, based on various design parameters, to determine which have better structural performance and what geometries are more efficient. The fundamental goal is to determine the relationship of performance and structural behaviour of each type of framework structure, with respect to the principle of optimization and improvement in the efficiency of the trusses if their geometry adapts to the directions of the principal stresses and, of course, to the trajectory of the isostatic lines of the equivalent continuous structural resistant element under the loading actions. In this study, 256 models of lattice girders, with different triangulations, are analyzed to determine their performance and structural behaviour. The results conclude that the trusses gain up to 25-35% efficiency when they identify the trajectory of the isostatic lines generates by the acting loads.

The friction pendulum system (FPS) is becoming a widely used technique for seismic protection and retrofit of buildings, bridges, and industrial structures due to its remarkable features. Experimental data also showed that the coefficient of friction depends on several effects (i.e., sliding velocity, cycling effect) so that it can be assumed as a random variable. The aim of the study consists in evaluating the seismic reliability of a base-isolated structure with FP isolators considering both isolator properties (i.e., coefficient of friction) and earthquake main characteristics as random variables. Assuming appropriate density probability functions for each random variable and adopting the LHS method for random sampling, the input data set has been defined. Several 3D nonlinear dynamic analyses have been performed considering both the vertical and horizontal components of each seismic excitation in order to evaluate the system response. In particular, monovariate and multivariate probability density and cumulative distribution functions have been computed and, considering the limit state thresholds and domains (performance objectives) defined respectively on mono/bi-directional displacements, assumed as earthquake damage parameter (EDP) according to performance-based seismic design, the exceeding probabilities (structural performances) have been evaluated. Estimating the reliability of the superstructure, substructure and isolation level led to define reliability-based abacus to design the FP system.

To explore the structural performance of complex component deeply, a new method of feature extraction and influence analysis is proposed and its automatic mechanism is established. Using this mechanism, the complex component can be divided into several sub-regions, and the maximum stress in each sub-region can be extracted. After evaluating the danger situation for all sub-regions, the absolute influence of structural parameters for the characteristic stresses in feature regions are carried out based on Spearman rank correlation analysis. And then, the feature knowledge of complex component is acquired. Finally, the excavator boom is taken as an example, which demonstrates that the useful knowledge can be extracted from the structural performance of complex component automatically and effectively by this method.

Non-contact measurements can be effectively used in civil engineering to assess the variation of structural performance with time. In the last decades this approach has received considerable interests from researchers working in the field of structural health monitoring (SHM). Indeed, non-contact measurements are very attractive because it is possible to perform non intrusive and non destructive investigations even being at a significant distance from the targets. Within this context, contactless measurements of the tie-rod vibrations in the Santa Maria della Consolazione Temple in Todi (Italy) are presented in this paper. In particular, laser vibrometer and radar interferometer measurements are used to estimate natural frequencies and mode shapes. This information is crucial to obtain the tensile axial force in the tie-rods, which can be used as an indicator of structural integrity or possible failure. Furthermore, a novel approach is proposed where drones (Unmanned Aerial Vehicles) can be successfully used to improve the effectiveness and the accuracy of the experimental activities.

Flat roof slabs become popular day-by-day due to the advantages like cyclonic resistance, the possibility of future vertical extension, and the possibility of utilizing as an additional working space. However, a serious matter of concern is its thermal discomfort, for which air conditioning is used as the most common remedy. This has led to extensive use of energy, increasing the operational cost of the buildings, and contributing to global warming. Hence, the current trend is to go for passive techniques. Insulating roof slabs is identified as a better passive way to make buildings thermally comfortable. In this study, several existing roof slab insulation systems and their performances were investigated, and the most effective system for tropical climates was identified. Since that system had an issue in durability, a new system was developed with a discontinued-stripped supporting arrangement, which withstood a 4MT-point load. Further, it was proven by comparing literature that the newly designed system has a heat gain reduction of more than 75%.

Tez (Yüksek Lisans) -- İstanbul Teknik Üniversitesi, Fen Bilimleri Enstitüsü, 2009, Thesis (M.Sc.) -- İstanbul Technical University, Institute of Science and Technology, 2009, Türkiye coğrafi konumu itibariyle deprem kuşağında olan bir ülkedir. 1999 yılında Marmara Bölgesinde yaşanan büyük deprem başta olmak üzere, tarih boyunca çok sayıda can ve mal kayıpları yaşanmıştır. Bu kayıpların yaşanmasında, mevcut binaların öngörülen depremlere karşı yetersiz olması durumunun etkin bir rolü olduğu bilinmektedir. Bu doğrultuda 2007 yılında yürürlüğe giren Deprem Bölgelerinde Yapılan Binalar Hakkında Yönetmelik (DBYBHY)’nin 7. bölümünü oluşturan, mevcut binaların deprem etkileri altındaki performanslarının değerlendirilmesi konusu bu çalışmanın kapsamını oluşturur. Bu çalışmada yeni deprem yönetmeliğine göre yapılmış, düşeyde ve planda düzenli betonarme bir bina ile söz konusu binanın düşeyde düzensiz hale getirilmiş durumunun performans analizi, doğrusal elastik analiz yöntemi ve doğrusal olmayan statik itme analizi yöntemi ile yapılmıştır. Birinci bölümde, çalışmanın amacı, çalışma esasları ve konu ile ilgili daha önce yapılmış çalışmalara yer verilmiştir. İkinci bölümde, çalışmanın esas konusunu oluşturan düzensizlik kavramı üzerinde durulmuş ve çeşitli yönetmeliklerdeki düzensizlik durumları şekiller, grafikler ve açıklamalarla özetlenmiştir. Üçüncü bölümde, performans kavramı üzerinde durulmuştur. Ayrıca, DBYBHY 2007’ ye göre performansın belirlenmesindeki yöntem ve esaslar özetlenmiştir. Dördüncü bölümde, bina mevcut hali, yapı malzemeleri kalitesinin daha düşük kabul edildiği hali ve düşeyde düzensiz hali SAP2000 v9.0.3 ve ETABS v9.5 programlarında tasarlanmış, ayrıca doğrusal elastik analiz yöntemiyle ve doğrusal elastik olmayan analiz yöntemiyle çözülmüştür ve karşılaştırılmıştır. Analizlerden elde edilen sonuçlar; grafiklerle ve çizelgelerle karşılaştırmalı olarak sunulmuştur. Çalışmada bulguların tartışıldığı sonuçlar bölümünde, hesaplara ait yapısal performans seviyeleri ile üç farklı durum için değişimleri karşılaştırmalı olarak irdelenmiştir. Ayrıca binanın deprem güvenliğinin mevcut yapısı ve malzemesi ile yakın ilişkisi ortaya konulmuştur., Due to its geographical location, Turkey settles on a region with high seismicity. Eartquakes, especially the destructive one that took place in Marmara Region in 1999 caused life and property losses. It is commonly known that lack of proper design and structural material quality in the existing structures played an important role on these losses. In this point of view, the seventh chapter of the Turkish Eartquake Resistant Design Code with the title ‘performance of the existing structures under the eartquake effects’ deals with the structural performance evoluation of existing buildings. In this study, a newly designed and constructed regular reinforced-concrete building is investigated by means of structural performance under seismic loads. Assuming poor material quality as a second case, removing some columns from the structural system of a third case, structural performances are calculated and compared with the original system. Computations of structural performances are carried out considering two different solution techniques: Linear Elastic Capacity Method and Non-linear Static Pushover Analyses. The first chapter contains the purpose of the study, principles of the study and the other studies about this subject which has been done before The second chapter has elaborated the notion of the irregularity which is the fundamental theme of this study and the irregularity cases have been condensed with figures, graphics and explanations. In the third chapter the notion of the performance has been emphasized. Besides, principles of the performance values according to Turkish Regulation have been explained with graphics and figures. The fourth chapter has been designed to emphasise the existing building, the version of the reduced quality material that is used in the constraction of foregoing building on the softwares of SAP2000 v.9.0.3 and ETAPS v.9.5. moreover the building has been analyzed and compared with either the lineer analyses method and nonlineer analyses method. The results of the analyses have been represented with graphics and charts. In the final section, it has been commentated on the result of the study and the obtained values. Otherwise, the relation of eartquake safety of existing strucures and material that is used in the structure has been declared., Yüksek Lisans, M.Sc.

Tez (Yüksek Lisans) -- İstanbul Teknik Üniversitesi, Fen Bilimleri Enstitüsü, 2007, Thesis (M.Sc.) -- İstanbul Technical University, Institute of Science and Technology, 2007, Türkiye, coğrafi konumu itibariyle deprem kuşağında olan bir ülkedir. Önüne geçilemez bu afet gerçeği ile yaşamaya mecbur olmakla birlikte, gerçekleşeceği aşikâr depremlere karşı alınması gerekli önlemlerin ve uygulamaların çok hızlı bir şekilde tamamlanması gerekmektedir. Mevcut binaların deprem etkisindeki performanslarının belirlenmesi konusu ise bu hususta tamamlanması gereken işlerin büyük bir bölümünü kapsamaktadır. Bu çalışmalar sonucu, güçlendirme kararlarının verilmesi ve uygulamalarının hayata geçirilebilmesi için gerekli alt yapının oluşturulması hedeflenmektedir. Bu çalışma kapsamında, dünyada ve ülkemizde üzerinde önemle durulan ve ciddi çalışmalar yapılan bir konu haline gelmiş olan performans kavramı ile ilgili yabancı kaynaklar araştırılmış ve bu kaynakların ülkemiz yönetmelikleri ile kıyaslanarak yaklaşıklıkları hakkında irdelemeler yapılmıştır. Ayrıca yabancı kaynaklarda kullanılan yöntem ve esasların ülkemiz binalarına uygunluğu araştırılmış ve uygulanabilirliğin sağlanabilmesi için gerekli düzeltmeler üzerinde çalışılmıştır. Bu çalışmada iki adet okul binası Japon Sismik İndeks Yöntemi ile incelenmiştir. İlki betonarme çerçeve, diğeri ise betonarme perdeli çerçeve taşıyıcı sisteme sahip binalara daha sonra Artımsal İtme Analizi uygulanmış, bu iki yöntemden elde edilen sonuçlar karşılaştırılarak Japon Sismik İndeks Yöntemi’nde önerilen bazı yapısal katsayıların, Türkiye koşullarındaki betonarme binalar için uyarlanması amaçlanmıştır., Due to its geographical location, Turkey is a country which is in an earthquake zone. Along with the fact of having to live with this unavoidable disaster, necessary measures and applications should be rapidly completed against earthquakes which are evident to happen. Seismic assessment of existing reinforced concrete buildings under earthquake effects covers a large portion of works which need to be completed on this matter. The outcome of these works form the foundation for the decision of retrofit and for applications of retrofit to be realized. In the scope of this study, foreign sources have been researched on the concept of performance, which has been given importance and which serious studies have been done in the world and our country, and these sources are compared with regulations of our country and comments are made on the proximity. Also, the suitability of methods used in foreign sources to be used in national buildings and the necessary changes for providing the applicability are studied. In this study, two school buildings are examined with the Japanese Seismic Index Method. Secondly, Nonlinear Static Analysis (Pushover Analysis) is carried out on two buildings which are reinforced concrete frame and reinforced concrete shear wall-frame respectively. Results are compared from these two methods, in order to apply coefficients used in the Japanese Seismic Index Method, to reinforced concrete buildings in Turkey., Yüksek Lisans, M.Sc.

Tez (Yüksek Lisans) -- İstanbul Teknik Üniversitesi, Fen Bilimleri Enstitüsü, 2007, Thesis (M.Sc.) -- İstanbul Technical University, Institute of Science and Technology, 2007, Ülkemizin aktif bir deprem kuşağının içinde yer alması, tarihte meydana gelen depremlerden dolayı büyük maddi hasarlar ve çok fazla can kayıplarının olması, binaların depreme dayanıklı, yeterli güvenlikte ve ekonomik olarak tasarımının önemini vurgulamaktadır. Ülkemizdeki pek çok yapının, Deprem Bölgelerinde Yapılacak Binalar Hakkında Yönetmelik’te (DBYBHY’07) öngörülen güvenlik düzeyini sağlamadığı bilinmektedir. Mevcut yapı stoğunun büyüklüğü gözönüne alındığında, tüm binalara detaylı yapısal çözümleme yapılmasının pratik ve ekonomik olarak mümkün olmadığı açıktır. Bu nedenle binaların deprem güveliğinin hızlı şekilde tahmin edilmesini sağlayabilecek bazı yöntemlerin kullanılması gerekmektedir. Hızlı incelemelerden beklenen, hangi binaların depreme dayanıklı olduğunu, hangilerinin olmadığını kesin olarak sınıflandırmak değil, hangi binaların mevcut durumu ile diğerlerine göre nispeten daha dayanıklı olduğu ve hangi binaların daha detaylı şekilde incelenmesi gerektiği konusunda hızlı sonuç almak olmalıdır. Bu çalışmada iki betonarme okul binası Japon Sismik İndeks Yöntemi ile incelenmiştir. İlki betonarme çerçeveden, ikincisi ise betonarme perde-çerçeve taşıyıcı sisteme sahip binalara daha sonra Artımsal İtme Analizi uygulanmış, Artımsal İtme Analizi sonuçlarıyla hızlı değerlendirme yönteminden elde edilen sonuçlar karşılaştırılarak Japon Sismik İndeks Yönteminde önerilen bazı yapısal katsayıların, Türkiye koşullarındaki betonarme binalar için uyarlanması amaçlanmaktadır., Considering the fact that our country settles on a highly active seismic zone and economic losses and causalities due to recent destructive earthquake events, seismic resistant design for providing structural safety becomes a vital issue. It is a known fact that most of the buildings in Turkey do not satisfy the latest Turkish Earthquake Resistant Design Code requirements and unfortunately this has been observed during the recent earthquakes. When the quantity of the buildings is considered, it is not practically possible to conduct detailed structural assessment for the entire building stock. For that reason, it is necessary to use efficient, fast and easily applicable assessment methods to find out the seismic safety of the existing buildings. By performing such an investigation, it is not expected to find out exactly which buildings are structurally resistant or not under the effect of an expected earthquake, but it is aimed to find out which buildings are rather reliable and can be kept in service under its current condition and which ones need to be evaluated more detailed within the following time period. In this research, two school buildings are assessed by applying the Japanese Seismic Index Method. The structural system of the first building consists of reinforced concrete frames, and the later is reinforced concrete shear wall-frame system. Afterwards, each building is investigated in details by means of non-linear static analysis. Therefore, pushover analyses are carried out for each building, considering the height-wise distribution of lateral loads proportional to the first mode shapes. The results of the pushover analyses and the rapid assessment method are compared and some coefficients of the Japanese Seismic Index Method have been calibrated to provide consistency with the Turkish type of reinforced concrete buildings., Yüksek Lisans, M.Sc.