Turkish Earthquake Code Research Articles

Beam-column joint modeling effects on the seismic response of a non-ductile reinforced concrete building

Seismic performance evaluation of existing reinforced concrete buildings requires numerical approaches that reflect the damage modes that may arise from deficiencies in beam-column joints. In this study, the seismic performance of an existing reinforced concrete building with four stories was investigated by applying elastic and deformable beam-column joint models. The deformable beam-column joint model was verified using an exterior non-ductile beam-column joint test. The model included a rotational spring located at the joint with two connected nodes in a zero-length with rigid elements in the vicinity of frame elements. Moment- rotation relationships represent the joint behavior, and they were defined based on shear stresses and strains. After effective modeling of beam-column joints, it was aimed to obtain the cyclic behavior of the building model using non-linear time history analysis. For this purpose, scaled earthquake records were applied to the three-dimensional numerical model, and the results were compared in terms of inter-storey drift ratios, column and beam chord rotations, and base shear. It was determined that the exterior beam-column joints reached their strength and deformation capacity, while the beam and columns remained below their section deformation limits according to the Turkish Earthquake Code.

Progressive Collapse Evaluation of a Reinforced Concrete High-rise Building Designed According to Turkish Earthquake Code

In this study, a numerical progressive collapse response evaluation was performed on a 40-story high-rise building designed according to the Turkish Earthquake Code of 2018 (TEC-2018). The alternate path method specified in the General Services Administration of 2016 (GSA2016) and the Unified Facilities Criteria (UFC 4-023-03) was used for the evaluation. A total of 18 scenarios were investigated for column and shear wall removals. In the cases where hinges were observed, the extent of damage was evaluated using the performance criteria given in the Turkish Seismic Code and the American Society of Civil Engineers (ASCE) 41-17. In this study, the most damage was observed when the corner column was removed at the bottom floor, while the least damage was observed on the shear walls close to the center and core of the building. For all the scenarios evaluated, no collapse was observed. The study deduced that the high-rise building designed according to TEC-2018 showed sufficient resistance to progressive collapse.

Effect of modelling the infill wall as a strut element on the structure behaviour

This study investigates the effect of modelling the infill walls as a strut element on the building behaviour of a 5-story reinforced concrete frame building with and without modelling infill walls as a strut element. The study was conducted using finite element analysis. Five different building heights (15 m, 16.5 m, 17.5 m, 18.5 m, and 19.5 m) were considered as changing in the first story height. The results showed that the modelling of infill walls as strut element significantly increased the stiffness of the building, reducing the time period of building, and increasing the base shear force. The increase in stiffness was more clear in model with height 19.5 m model, also the modelling of infill walls as strut element were more effective in reducing the lateral displacement of the building at the higher floors.The results of this study suggests that the modelling infill walls as strut element can be effectively used to improve the seismic performance of reinforced concrete frame buildings, also provides valuable information for the design of infill walls and the effect of modelling the infill walls in calculating the soft story and torsion irregularities according to the Turkish earthquake code 2018 (TEC18) (Turkish Earthquake Code Mart, 2018).

The application of GIS in visualization of geotechnical data (SPT-Soil Properties): a case study in Eskisehir-Tepebaşı, Turkey

Recently, three-dimensional visualization of soil characteristics has been widely used in geotechnical engineering applications. In this study, the 3-D visualization of Tepebaşı area soils, the province of Eskişehir, is prepared using SPT data, soil classes through Environmental Visualization System-Mining Visualization System (EVS-MVS) programs. Moreover, the local soil conditions were classified according to the Turkish Earthquake Code 2018 and digitized using Geographical Information Systems (GIS) and the data observed by the field and laboratory tests. The local soil conditions are observed utilizing the map classified according to the Turkish Earthquake Code 2018. By taking these 3D visuals and maps into consideration, it is determined that soil is alluvial. The ground water level is high, especially in the city center; the local soil type is ZD, ZE and ZF, according to the Turkish Earthquake Code (2018). Examination of the 3D visuals and maps reveal soil’s the changing soil profile with a gradual gradation from fine grain soil (clayey and silty) at the surface; to coarse grain soil (sandy and gravelly). Therefore, the 3D visuals and maps established in the scope of this study may provide preliminary information to the researchers and pragmatists in the area.

Türkiye Bina Deprem Yönetmeliğine Göre Tasarlanan Betonarme Binaların İlerlemeli Çökme Davranışları

In this study, the progressive collapse response of reinforced concrete buildings designed for the ‘government buildings’ occupancy class was investigated numerically. For this purpose, two reinforced concrete framed buildings were initially designed according to the Turkish Earthquake Code published in 2018. Later, those buildings’ progressive collapse responses were evaluated using the Alternate Path direct design approach defined in the GSA-2016 and UFC 4-023-03 guidelines. Three different column removal scenarios were employed independently by applying the nonlinear dynamic analysis method. Nonlinear fiber hinges were used to simulate the plasticity of the structural load-bearing members. As a result of this study, it is deduced that a limited local collapse disproportioned to the initial failure was observed on the investigated buildings. In addition to the conventional seismic design methods, the buildings designed according to the Turkish Earthquake Code should also be assessed with respect to the explicit design approaches against unforeseeable extreme events to reduce their progressive collapse risk.

Seismic performance assessment of concentrically braced steel frames designed to the Turkish Building Earthquake Code 2018

The Turkish Building Earthquake Code 2018 (TBEC 2018) came into force in 2019 and superseded the previous code, the Turkish Earthquake Code 2007 (TEC 2007). Compared to TEC 2007, TBEC 2018 includes new design approaches as well as significant changes in the design of steel structures which are likely to notably affect the seismic design and performance of concentrically braced frames (CBFs). This study aims to quantify the seismic performance of CBFs designed to TBEC 2018. To this end, a set of archetypes was designed, covering a wide range of building heights, bay widths, and seismic hazard levels. Nonlinear numerical models of the archetype buildings were built to perform nonlinear static and dynamic analyses. The seismic performance assessment framework outlined in FEMA P-695 was adopted. The effects of build height, bay width, and seismic hazard levels were investigated and reported. The results of the study revealed that CBFs located in moderate-seismic regions showed acceptable performance while CBFs designed to TBEC 2018 performed poorly in high-seismic regions.

Experimental validation of a simplified numerical model to predict train-induced ground vibrations

This study evaluates the effect of high-speed train (HST)-induced environmental vibrations using simplified computational models and validates the test results in full-scale field conditions. Experimental investigations and in-situ measurements were performed at the Istanbul-Ankara high-speed railway section to examine the effect of ground vibrations from HSTs on the surrounding residential lands. In this study, ground-borne free-field surface motion at different distances from the railway track was realized using accelerometers. The experimental results of vertical and horizontal ground vibration accelerations induced by HSTs with a velocity of 250 km/h were analyzed. In the first part of the study, a two-dimensional (2D) numerical model based on finite element method (FEM) was used to investigate ground vibrations and validate the experimental results. To minimize artificial reflections and dissipate vibrational energy at the boundaries, the lateral extension of an infinite domain was modeled with viscous absorbing boundaries. A dynamic analysis of the proposed railway-soil coupled model was performed in the time domain under plain-strain conditions using Plaxis 2D, a commercial FEM software. For the verification, the experimental results were compared with those obtained from the numerical analysis. The simplified computational model validated by the test results may help researchers determine further investigation strategies to develop cost-effective mitigation measures for structures with sensitive devices near the railway track and significantly contribute to understanding complex wave propagation problems. In the second part of the study, train-induced environmental ground vibrations were analyzed for different types of soil conditions using a 2D FE model. Computational analyses were performed with four types of soil: soft, medium, dense, and rock, based on the Turkish Earthquake Code. The HST was used as a dynamic source to observe the differences in vibration generation and wave transmission in different types of soil. The HST load on the slab track was simulated to study the effect of operational loads on ground-borne vibrations. Based on the dynamic analysis results, the response of the free-field motion was investigated to obtain the relative acceleration time histories for different points of soil. According to the results, the peak acceleration values of train-induced vibrations at soft, medium, and dense soil sites increased dramatically when compared to the rock site. Vibration measurement data collected from parametric experiments with a simple numerical model for various soil characteristics can be particularly useful when planning residential and industrial facilities at new locations near railroads, to avoid the adverse effects of environmental vibrations caused by HSTs.

Research on A1 irregularity status in different spectral acceleration coefficients on reinforced concrete structures

Most of the building damages in our country are caused by earthquakes. As known, the properties of the building are determinant in the magnitude of the earthquake forces that cause these damages. Thus, selection of the structural system is crucial in the design process. In case of any irregularity in the building, load transfer will not be provided safely. In the Turkish Earthquake Code, related irregularities are analysed under two groups. Group A indicates the irregularities in the plan, and Group B represents vertical irregularities. Irregularities in the plan include A1 Torsional Irregularities; A2 Floor Discontinuities; and A3 Bulges in the Plan. In this study, A1 irregularity status in the reinforced concrete structure was analysed for different spectral acceleration coefficients. The purpose of the study is to understand the change of torsional irregularity coefficient in different spectral acceleration coefficients. As a result, in a typical building with the same geometric and stiffness properties, the torsional irregularity coefficient is not changed for different earthquake zones. Also, the importance of the location of the shear wall elements in the plan was once again emphasized.

Incremental Dynamic Analysis of Concentric X‐Braced Frames Designed to the TBEC 2018

AbstractConcentrically braced frames (CBF) are an efficient lateral force resisting system which provides significant lateral stiffness and lateral strength. One of the commonly used configurations of CBFs are cross braced (X‐braced) frames where braces are placed diagonally between the beam‐column joints of adjacent stories. The current Turkish seismic code, Turkish Building Earthquake Code 2018 (TBEC), was published in 2018 and superseded the former code, Turkish Earthquake Code 2007 (TEC) as of January 2019 with several differences such as introduction of yield mechanisms for CBFs, seismic hazard levels, and calculation of earthquake loads. Due to these differences, CBFs designed to TBEC are expected to yield different member sizes compared to TEC. Although the seismic behaviour of CBFs designed to TEC is well‐understood, that of CBFs designed to TBEC is still unknown and there has been no study on this topic. This study aims to assess the seismic performance of X‐braced frames designed to TBEC. To this end, a two‐story X‐braced frame was considered, and the seismic collapse performance of this frame was evaluated by adopting incremental dynamic analysis (IDA) under a set of twelve ground motions. The results of this preliminary study have provided insight into the collapse performance of CBFs designed to TBEC.

Evaluation of Seismic Loads for Kırklareli According to Turkish Earthquake Code 2019 (TEC2019)

Dünyada ve Türkiye’de yaşanan depremlerden elde edilen tecrübeler, deprem mühendisliği alanındaki gelişmeler, yeni yapım yöntemlerinin ve sistemlerinin Türkiye koşullarında kullanılması için gerekli kurallara olan ihtiyaçlar sonucu Deprem Bölgelerinde Yapılacak Binalar Hakkında Yönetmelik 2007 (DBYBHY 2007)’in kapsamı genişletilerek ve yeni bazı bölümler eklenerek, Türkiye Bina Deprem Yönetmeliği 2019 (TBDY 2019), 01.01.2019 tarihinde yürürlüğe girmiştir.Bu çalışmada Kırklareli Merkezi ve İlçeleri için TBDY 2019 ile DBYBHY 2007 esaslarına göre tasarlanıp, deprem hesabı yapılan örnek betonarme bina modellerinin deprem yükleri değerlendirilmiştir. Bu amaçla çalışmada, Kırklareli Merkezi ve İlçeleri için DBYBHY 2007 ve TBDY 2019’da tanımlanan betonarme çerçeve ve betonarme perdeli çerçeve bina türleri için örnek bina modellerinin tasarımı yapılarak, deprem yükleri hesaplanmıştır. TBDY 2019’a göre deprem hesapları ZA, ZB, ZC, ZD ve ZE yerel zemin sınıfları için, DBYBHY 2007’e göre deprem hesapları Z1, Z2, Z3 ve Z4 yerel zemin sınıfları için ayrı ayrı yapılmıştır.Örnek betonarme bina modellerinin farklı yerel zemin sınıfları için yapılan deprem hesabı sonucu bulunan deprem yükleri karşılaştırılarak, deprem yüklerinin yerel zemin sınıfına ve her iki deprem yönetmeliğine göre değişimi irdelenmiştir. TBDY 2019’a göre örnek betonarme bina modelleri için hesaplanan deprem yüklerinin, her iki bina türünde de DBYBHY 2007’e göre artış gösterdiği görülmüştür.

Experimental Analysis of the Behavior of Composite Column-Reinforced Concrete Beam Joints

This study assesses the seismic performance of steel-reinforced concrete (SRC) composite columns connected to reinforced concrete (RC) beam joints, and their ability to dissipate seismic energy through inelastic deformations. In this article, experimental aspects regarding the seismic performance of high-ductility and low-ductility steel–concrete composite frame were investigated. The principle design parameter in this study was ductility, which is considered a conceptual framework in Efficiency-Based Seismic Engineering. Thus, attention was focused on assuring various ductility ranges of joints obtained through a detailed study of the Turkish Earthquake Code (TEC 18) [Ministry of Public Works and Housing.: Turkiye Bina Deprem Yonetmeligi (Turkey’s Earthquake Code for Buildings). Official Gazette (2018) (in Turkish).]. After identifying deficiencies and the energy dissipation capacity in the newly proposed joints, two half-scaled frames with specific ductility-related designs were constructed, instrumented, tested, and analyzed. The specimens were tested under displacement-controlled lateral cyclic loading that incorporated constant axial loading to create cyclic tension and compression facets across the joint areas. The test results proved that the SRC column-RC beam frames employing an extra column reinforcement ratio exhibit slightly better seismic performance. Due to the presence of structural steel, the shear failure of the joint was effectively prevented, even after the formation of the plastic hinge on the interface of the beam. During the testing, the column rebars, to some extent, made a minor contribution to the joint strength of the specimen compared to the structural steel that absorbed almost all of the load applied to the frame.

Yüksek Katlı Betonarme Binaların Türkiye Deprem Yönetmeliğine Göre Tasarımı

The new Turkish earthquake code (TEC 19) is primarily based on Performance Based Seismic Design, and includes elements from the “Guidelines for Performance-Based Seismic Design of Tall Buildings,” a code published by the Pacific Earthquake Engineering Research Center in the United States. This article studies the advantages and disadvantages of TEC 19 with respect to the preexisting code (TEC 07), and the impact of the new code on the design of high rise buildings. In order to understand the effects of the new code, two 30 story residential buildings—one constructed using tunnel formwork, and the other with special moment resisting frames—were designed according to TEC 19 and TEC 07. The design results of the earthquake analyses were used to understand the impact of TEC 19 on high rise buildings, since these buildings with similar framing systems are now commonly being built in most of the major cities of Turkey. The analyses also included the total base shear, axial forces, shear forces, and bending moments of some structural members. Based on the design results, it was observed that the new code generally generated higher earthquake forces on both buildings with tunnel formwork and special moment framing system.

Strengthening and performance assessing historical cinema hall balcony according to new Turkish Earthquake Code

Strengthening historical buildings and evaluating their performances make great contributions to both the history of the country and the tourism of the country. In this study, performance analysis and evaluations of the historical cinema hall balcony, which was built in 1933 by a French company and served to Zonguldak province for a long time, are presented in detail. This cinema hall was frequently used by local people between 1933 and 1999 and hosted many Yeşilçam movies. Firstly, examinations were performed in the historical cinema hall and the areas (columns, beams and floors) that were damaged in time were identified. According to the obtained information, it was determined that there were significant damages in the carrier system of the building and there were visible cracks and damages in the columns of the cinema hall. It was also observed that explosions occurred in one of the main carrier columns of the balcony. After the core samples taken from the balcony were tested in the laboratory, the current status of the carrier elements and reinforcements were determined with the help of an x-ray rebar scanner. After all these processes, the structure was modeled as three dimensional (3D) using a special computer program and performance evaluations were performed regarding the current state of the structure. As a result of the performance evaluation, it was determined that the balcony of the historical cinema hall could not survive anymore and would collapse over time. It was concluded that there were great damages especially on the balcony columns and a reinforcement should be made on a total of 6 columns. Strengthening was made to 4 different main columns and a performance analysis was performed again in strengthened structure. After strengthening, it was understood that the columns of the balcony of the cinema hall could survive for a long time.

Performance Evaluation of Reinforced Concrete Buildings During the Sivrice-Elazığ Earthquake (Mw=6.8, January 24, 2020) in Accordance with Turkish Earthquake Code

A great number of reinforced concrete building structures were damaged or collapsed during the earthquake that hit Sivrice district of Elazığ city located in the southwest of the Eastern Anatolia Region of Turkey on January 24, 2020. Magnitude of the earthquake were announced as [Formula: see text] and [Formula: see text] by Kandilli Observatory & Earthquake Research Institute (KOERI) and Earthquake Department of the Disaster and Emergency Management Presidency (AFAD), respectively. More than a thousand of aftershocks with the magnitude of 1.2–5.1 occurred between January and February 2020. The magnitude of the structural damage was relatively high compared with the peak value of recorded ground acceleration (2.85[Formula: see text]m/s2) at the epicenter (Sivrice district) of the earthquake. It was determined that 584 buildings were demolished, 6845 were severely damaged, 1207 were moderately damaged, 14,389 were slightly damaged and 14,317 were undamaged. Also, there were 235 buildings that required urgent demolition. In this paper, the performance of the reinforced concrete buildings during the Sivrice-Elazığ earthquake is presented along with time-histories of ground motion records and response spectrums. Observed design and construction practices were carefully evaluated and compared with Turkish Earthquake Code. It was seen that the most significant causes of the failures were due to the poor concrete quality, the use of non-ductile detailing, the poor project design and construction quality. According to field inspections of our technical team, it is concluded that performances of the undamaged buildings following earthquakes do not prove that they have adequate seismic safety.

A case study on numerical simulation of a historical masonry building

Masonry buildings are ordinarily complex construction systems and there is a lack of knowledge and information concerning the behavior of their seismic response. Due to the life safety of masonry buildings under seismic effects are very essential, numerical modeling and analysis of the buildings are an important issue. Because of the insufficient seismic resistance on structural members such as jack arch slabs and masonry walls, numerical studies have become necessary to determine the level of the structural strength of the structures. The tensile strength of load-bearing walls in the buildings is lower whereas, the compressive strength is higher. In this way, tensile cracks occur at structural members due to insufficient tensile resistance. Therefore, the tensile stress locations in the structure are critical. The study focuses on the assessment of historical masonry buildings from the point of seismic resistance. The entire process is performed using a case study from a historical masonry building. In this study conducted in this respect, the existing situation of a historical building using numerical analyses were presented with the cross-disciplinary study of civil engineering and architecture. The linear elastic analysis is selected as an analysis method. The seismic parameters are determined based on the Turkish Earthquake Code (TBEC 2018). Consequently, the study is performed to determine the seismic-resistant of historical buildings within the scope of numerical analyses.

Earthquake Performance Analysis of Existing Reinforced Concrete Structure in the Istanbul Metropolitan Area Using Non-Linear Method

Many people suffer loss of life and property due to the earthquake disaster in Turkey. In order to minimize this disaster, the resistance of the structures to earthquake should be determined under the light of studies done before. Turkey is in one of the most dangerous seismic regions in the World. As a sub plate between the large Eurasian, Arabian and African plates, Turkey rests on the Anatolian tectonic plate. Arabian plate in the direction of pushing Turkey to the North, the Anatolian plate moves in the opposite clockwise. However, it is prevented to move in the North direction due to the Eurasian plate. In this case, it contains many active faults and Turkey’s most populous city of Istanbul is in danger. In this study, it is aimed to perform a performance analysis according to the Turkey Building Earthquake Code 2018 in a six-story reinforced concrete shear wall-framed structure in Istanbul where active fault lines are located. This existing complex designed reinforced concrete building investigated in this study is in the city of ?stanbul, Turkey. This city is under danger of approaching and inevitable Great Istanbul Earthquake likely greater than Mw 7. The nonlinear seismic behavior of a complex reinforced concrete (RC) residential building is investigated by and linear and the static pushover. The selected reinforced concrete structure was designed according to 1998 version of Turkish Earthquake Code (TEC-1998). In the earthquake engineering, performance-based design method is used to determine the level of expected performance of the structures under the earthquake effect. According to the code, the reinforced concrete shear wall building is not expected to satisfy controlled damage (life safety) performance levels under design earthquake

Investigation on The Effect of Building Height on Base Shear Force and Top Displacement According to Turkish Earthquake Code 2007 and 2018

Bu çalışmada, Türkiye Bina Deprem Yönetmeliği (2018) ve Deprem Bölgelerinde Yapılacak Binalar Hakkında Yönetmelik (2007) kapsamında bina yüksekliğinin, toplam eşdeğer deprem yükü (taban kesme kuvveti) ve maksimum tepe deplasmanı üzerindeki etkisi karşılaştırılmalı olarak incelenmiştir. Bu amaçla ele alınan yapı örneği, ETABS bilgisayar programında, başta 30 kat olarak modellenmiş ve yapılan her analiz sonrası 1 adet ara kat eksiltilerek 5 ile 30 katlar arasındaki 26 adet model için analizler tekrarlanmıştır. Yapının 15 metre ile 91 metre arasında değişen yüksekliklere sahip modelleri için Mod birleştirme yöntemine göre hesaplanmış olan taban kesme kuvveti ve maksimum tepe deplasmanı gibi büyüklükler kaydedilmiştir. TBDY 2018 esas alınarak elde edilen taban kesme kuvveti değerlerinin TDY 2007 esas alınarak elde edilen taban kesme kuvveti değerlerinden çok daha düşük değerler aldığı gözlenmiştir. TBDY 2018 esas alınarak elde edilen taban kesme kuvveti değerlerinin ise yapı yüksekliği arttıkça doğrusala yakın bir ilişki ile azaldığı gözlenmiştir. Ayrıca taban kesme kuvveti değerlerinin yakın olması halinde, TBDY 2018 esas alınarak elde edilen maksimum tepe deplasmanı değerlerinin TDY 2007 esas alınarak elde edilen maksimum tepe deplasmanı değerlerinden çok daha büyük olduğu gözlenmiştir.

Effect of Soil-Structure Interaction on the Seismic Response of Existing Low and Mid-Rise RC Buildings

Reconnaissance studies performed after destructive earthquakes have shown that seismic performance of existing buildings, especially constructed on weak soils, is significantly low. This situation implies the negative effects of soil-structure interaction on the seismic performance of buildings. In order to investigate these effects, 40 existing buildings from Turkey were selected and nonlinear models were constructed by considering fixed-base and stiff, moderate and soft soil conditions. Buildings designed before and after Turkish Earthquake code of 1998 were grouped as old and new buildings, respectively. Different soil conditions classified according to shear wave velocities were reflected by using substructure method. Inelastic deformation demands were obtained by using nonlinear time history analysis and 20 real acceleration records selected from major earthquakes were used. The results have shown that soil-structure interaction, especially in soft soil cases, significantly affects the seismic response of old buildings. The most significant increase in drift demands occurred in first stories and the results corresponding to fixed-base, stiff and moderate cases are closer to each other with respect to soft soil cases. Distribution of results has indicated that effect of soil-structure interaction on the seismic performance of new buildings is limited with respect to old buildings.

Experimental Investigation on Cyclic Behavior of Reinforced Concrete Coupling Beams Under Quasi-static Loading

The current status of the reinforcement layouts stated in the codes and frequently used in new construction areas needs to be evaluated and determining its effects on the behavior of structural elements may provide essential contributions to the field. For this purpose, conventionally reinforced, diagonally reinforced (confinement of individual diagonals),and diagonally reinforced with full confined section concrete coupling beam specimens were designed according to ACI 318-14 and Turkish Earthquake Code 2018 in this study. ½-scale test specimens with aspect ratio two were tested under quasi-static cyclic loading using a new complex experimental setup. According to the results obtained, while for conventionally reinforced coupling beams ductile hysteretic behavior remained at 2.0% drift, for diagonal reinforced coupling beams it sustained up to 4.0% drift. Although the diagonal reinforcement enhanced ductility capacity of coupling beams compared to conventionally reinforced coupling beams having a comparably low post-elastic behavior, high ductility demands in the code requirements did not meet. For the same reinforcement ratio and layout, individual confinement around diagonal bars retarded bar buckling and ultimate strength and ductility capacity increased slightly compared to diagonally reinforced coupling beam with full confined section. After all, bar buckling that occurred after the life safety performance level given in the codes was seen at 3.5–4.0% drift. Diagonal reinforcing bars ensured life safety performance level up to 4.0% drift, but it remained at 3.0% drift for conventional reinforcement.

Numerical investigation on damage performance of a reinforced concrete structure subjected to machine loads

Investigation of carrying capacity performance of reinforced concrete (RC) structures is very important for structural engineering. In this study, it is aimed to examine the nonlinear carrying capacity performance of an RC laboratory structure by using three dimensional (3D) modelling approach. For this purpose, Zonguldak Bulent Ecevit University Laboratory Structure is selected and it is modeled as three dimensional by utilizing IDECAD static software. After modelling all beams, columns and floors according to 2018 Turkish earthquake code, concrete classes are determined for all bearing elements and specified concrete classes are defined for all elements of 3D model. Then, structure is analyzed for empty situation (Case 1) and structural performance of building is analyzed to this situation. In the past, a flat of this RC structure has been exposed to strong machine loads. For this reason, a machine which is fixed on the floor is placed in the 3D model and RC structure is analyzed considering nonstructural machine element loads (Case 2). According to analysis results, Case 1 is compared with Case 2 and it is clearly seen that nonstructural machine loads effect nonlinear carrying capacity performance of RC buildings.