Response Modification Coefficient Research Articles

Structural flexibility impact on pounding severity and seismic performance of adjacent isolated buildings

Limited research on the pounding of adjacent isolated buildings (floor-to-floor pounding) and conflicting results about the effect of ductility on pounding severity highlight the need for further investigation. Therefore, this study aims to investigate the impact of superstructure flexibility and isolator characteristics on pounding severity and seismic performance of adjacent isolated buildings. To achieve this, several 3D models were designed, and the effects of flexibility variations were examined in four scenarios under pounding. These scenarios involved changing response modification coefficient (Ri), building height, superstructure system type, and isolator period (Tb). Due to the time-consuming nature of nonlinear dynamic analysis, the endurance time (ET) method was employed to assess the seismic response. Results indicate that increasing isolator flexibility and decreasing superstructure flexibility led to a reduction in the performance of isolated buildings under pounding. However, these factors were found to have an insignificant impact on the performance of taller adjacent isolated buildings. Furthermore, the critical point for adjacent isolated buildings in most scenarios was found to be the isolated level.

Determination of response modification coefficient of SPSW in RC frame using plastic design method

ABSTRACT In the last few decades, the idea of using thin steel plate shear walls (SPSW) as a resistant system against lateral loads in designing and reinforcing buildings has been of concern to researchers and designers. In this research, we studied the response modification coefficient (R), the overstrength factor (Ω0), and the deflection amplification factor (C d ) in a reinforced concrete special moment frame (RC-SMF) with thin SPSW. We used the performance-based plastic design (PBPD) method. For this purpose, we consider frames with SPSW systems with different story numbers. Static pushover analysis is performed on these frames using the strip model in OpenSees software. OpenSees software is the Open System for Earthquake Engineering Simulation located at http://opensees.berkeley.edu. Simulation results were compared with experimental results, and acceptable matching was observed between the two. Finally, the values of response modification coefficient (R), overstrength factor (Ω0), and deflection amplification factor (C d ) for RC-SMF with thin SPSW were calculated based on the Uang method. The ultimate limit design method proposed them as 9.37, 2.21, and 11.06.

Seismic collapse safety assessment of suspended zipper-braced frames

Seismic evaluation of suspended zipper-braced frames, which are an alternative to inverted-V-braced frames to improve their seismic behavior, is of greatest significance to determine the level of confidence in this type of seismic system during severe earthquakes. The arrangement and design parameters of these frames are mentioned in some references, but there is no probabilistic assessment of collapse risk based on various collapse uncertainties. To evaluate the probability of collapse and margin of safety, eighteen suspended zipper-braced frames with different geometry parameters in the most severe seismic design category (D max) have been designed. The designed frames were modeled in OpenSees software by considering the effect of gusset plate connections and evaluated by performing more than 15,800 dynamic and nonlinear static pushover analyses using FEMA P695 methodology. Total collapse uncertainty is considered in the evaluation of the probabilistic behavior of frames. The results show that the adjusted collapse margin ratio (ACMR) of designed frames by considering the total collapse uncertainty of 0.726 and 0.529 is 27% and 64% higher than the acceptance criteria, respectively. The results also indicate that a response modification coefficient of much more than 6 can be used for the economic design of long-period suspended zipper-braced frames.

FEMA P695 seismic performance evaluation of Cold-formed steel buildings with different shear wall strengths and stiffnesses

Lateral load capacity and stiffness of CFS framed OSB sheathed shear walls can be improved by increasing the number of fasteners between sheathing panel and framing members or by providing sheathing on both sides of panel. Both of these methods could be a viable option to meet high seismic demands when the number of walls is limited by architectural or other concerns. With the increasing use of CFS building systems in high seismic regions, such applications are expected to be more widespread in the future. The present study aims to investigate the seismic response of CFS framed archetype buildings utilizing OSB sheathed wall panels with different levels of stiffness and shear resistance. Nonlinear time history analyses were conducted on 28 archetype buildings and collapse performance evaluation was performed according to FEMA P695 methodology. Load-displacement hysteresis behaviors of wall panels measured in a recent experimental study were adopted to simulate the shear wall response in the numerical models. Buildings utilizing shear walls that are sheathed with OSB panels on one side with 300 mm fastener spacing possess limited overstrength and fail to satisfy the performance criteria regardless of the response modification coefficient used for design. With the use of shear walls that are constructed with 50 mm fastener spacing and single or double sided sheathing configurations, the building design is governed by drift limitation instead of strength requirement. Irregular drift profiles occur with lateral displacements localizing at the first floor when shear walls with single sided sheathing and loose fastener layout is utilized. Using shear walls with a dense fastener layout results in a uniform distribution of lateral displacements among floors.

Seismic collapse assessment of hybrid self-centering piston-based braced frames equipped with SMA bars and friction springs

Hybrid Self-centering Piston-Based Bracing (SC-PBB) is a cutting-edge, resilient earthquake-resistant element that comprises friction springs (FSs) and super-elastic shape memory alloy (SMA) bars. This innovative bracing component is specifically devised to attain a full self-centering response under a design-level earthquake, effectively mitigating the need for post-earthquake repairs and downtime. Nevertheless, concerns surrounding the potential collapse of Self-centering Piston Based Braced Frames (SC-PBBFs) during severe seismic motion have highlighted the necessity for a comprehensive collapse assessment. This paper evaluates the seismic collapse of SC-PBBFs by utilizing the FEMA P695 methodology. A set of buildings ranging from low- to high-rise archetypes is designed with a proposed response modification coefficient of R = 8. Incremental dynamic analyses (IDA) are conducted under 44 far-field ground motions to evaluate Adjusted Collapse Margin Ratios (ACMRs). Additionally, the collapse risk of the archetypes is measured under the influence of system-level uncertainty. The outcomes indicate that the proposed design procedure ensures an adequate margin of safety against collapse for SC-PBBFs.

Seismic response modification factors evaluation of a 4-storey buckling-restrained braced frame (BRBF)

The availability of adequate strength and ductility to frames facilitate use of seismic response modification coefficient (R) for their design. The subcomponents of this R coefficients, namely the force reduction component due to ductility (Rμ) and over strength factor (Ω) have relevance in this context. The seismic code, such as ASCE 7-22 given values to R and Ω (considering the type of seismic lateral load resisting system) are mostly empirical in nature. That is, for a given type of lateral load resisting frame the code provided values may not ensure same level of safety as it do not account the variations in geometry and other parameters. Hence further investigations are needed in that direction. The case of buckling-restrained braced frames (BRBFs) are also not different from this. This study tries to assess the seismic response modification factors of a 4-storey BRBF designed as per the current United States code norms. For that, past study suggested design magnitude earthquake records are adopted. The case study frame is modelled in OpenSees and nonlinear incremental dynamic analyses (IDAs) are carried out in iterative manner to get the fully yielded base shear (Vy). Here 2% inter-story drift ratio (IDR) is set as the criteria for complete yielding. From the IDAs obtained 2% IDR corresponding peak ground acceleration, linear dynamic analyses are performed to get the relevant elastic base shear (Ve). Relating Ve, Vy and design base shear (Vs), the seismic response modification factors (Rμ, Ω and R) are evaluated. The results showed that the R coefficient assessed is 1.49 times larger than the code given value whereas Ω evaluated is 0.86 times less than the code stipulated value for the considered study frame.

Wall‐diaphragm interactions in seismic response of building systems ii: Inelastic response and design

AbstractAn elastic parametric study of simplified single‐ and multi‐story building models presented in a companion paper shows that seismic building response depends on the period(s) of the vertical lateral force resisting system (vLFRS), the period of the diaphragm (i.e. the horizontal LFRS, or hLFRS) and the mass distribution between the walls and floors. This paper extends the study to include the potential for inelasticity (ductility) in both the v‐ and hLFRS and examines the impact of this inelasticity on the building response. Increased ductility in the vLFRS reduces vLFRS forces, but to what extent are hLFRS (diaphragm) demands reduced? Similarly, ductile hLFRS presumably reduce hLFRS forces, but what about vLFRS forces? Past work has shown that hLFRS forces are difficult to predict. The building model responses indicate wall‐diaphragm interactions may occur between higher modes of the vertical system and the rigid diaphragms causing increased force demands. Ductility demands are observed to be driven by the element (wall or diaphragm) with the larger inelasticity. Significant ductility demands are observed for short period buildings. A simplified formula for an effective ductility seismic force response modification coefficient for the horizontal LFRS is proposed that considers force reductions from both the inelastic vertical and horizontal LFRS.

Multi-level simulation studies on seismic performance evaluation of steel-sheathed cold-formed steel framing shear walls

Cold-formed steel (CFS) framing shear walls has been widely used as the lateral force resisting system of light-weight steel structures. While the behaviors of walls have been numerically studied, there is a need to develop more convenient and efficient modeling strategies. In this paper, a simulation framework consisting of component-level to system-level analysis for the seismic evaluation of steel-sheathed CFS walls was proposed by using OpenSees software. Based on the improved fastener-based method, refined numerical models were developed and validated against tests of steel sheathed CFS shear walls. Self-drilling screw connection tests were conducted to characterize the nonlinear properties of the member-to-sheathing connections as inputs in the models. Then, a set of structural archetypes were systematically analyzed by nonlinear static and incremental dynamic analysis in accordance with FEMA P695. The results showed that the proposed simulation framework could well capture the response of CFS walls and evaluate the seismic performance of structural system. The post-peak behavior of wall had a significant impact on the collapse resistance of the structure. The seismic response modification coefficient value was suggested (R = 4.25) for the high-performance steel-sheathed CFS framing shear walls studied in this paper.

Quantification of seismic performance factors for modular corner-supported steel bracing system

Modular construction, using steel corner-supported modular units, is an impressive and environmentally friendly construction technique. It leverages off-site factory-controlled fabrication of volumetric units, including beams, columns, braces, and their intra-connections, as well as their on-site assembly through the use of so-called inter-connections, to form a building as a whole. The seismic detailing of both inter-connections and intra-connections deviates from current seismic design provisions, thereby affecting the seismic behaviour of a modular structure as a whole. Despite their widespread application, seismic design and detailing of corner-supported modular structures mostly relies on the available provisions, adopted for traditional lateral load-bearing systems due to their limited research data available. This paper aims to evaluate the seismic performance factors of modular corner-supported steel bracing systems using a rational nonlinear simulation technique. A nonlinear mathematical model which simulates the stiffness/strength deteriorated and pinched hysteretic response of both intra-connection beam-column elements and braced elements is adopted according to available data in literature, whereas the capacity-protected behaviour is assumed for inter-connections. The modelling technique is implemented into nonlinear mathematical models of corner-supported modular steel buildings with four, eight, and twelve storeys. A parametric study is firstly performed to evaluate the influence of inter-connection stiffness parameters on the nonlinear response of the structures. A set of incremental dynamic analyses is secondly conducted to generate data required to quantify seismic performance factors. The results are finally compared with the seismic performance factors recommended by the ASCE/SEI standard for code-approved connections. It is found that a static overstrength factor is close to 2.5 for the four-storey building whereas for taller buildings lower values than 2.5 is achieved. However, the dynamic overstrength factor showing inelastic force redistribution due to dynamic loading achieves values well above 2.5 regardless of building heights. Further, the response modification coefficient of 9.5 is suggested for braced corner supported modular systems which is well above the value for the equivalent code-specified system.

Seismic behavior of linked column system as a steel lateral force resisting system

In previous research, the seismic behavior of linked column frame (LCF) system as a dual structural steel frame system that Consists of the primary linked column (LC) and the secondary moment frame (MF) systems has been evaluated. In this research, based on the high capacity of the linked column system in lateral load resisting, this system has been used as the only lateral load resisting system in the building frame. Studies have shown that this approach not only eliminates the main disadvantages of the LCF system, but also preserves the ability to repair structures after an earthquake. Therefore, the designed models of the linked column system have been evaluated using nonlinear static pushover analysis, nonlinear dynamic time history analysis, incremental dynamic analysis and endurance time method analysis. In the evaluation of the seismic behavior of the linked column system, design approach, structural stability and collapse mechanism, ductility, the seismic performance factors of response modification coefficient (R), overstrength factor (Ω0) and deflection amplification factor (Cd), the values of interstory drift ratio at the DBE and MCE seismic hazard levels, maximum seismic capacity and fragility curves, permanent displacement after the earthquake and the weight of steel used in the structure have been investigated. Each of the analysis results shows that the linked column system has a suitable seismic behavior against earthquakes. Therefore, in a preliminary evaluation, the linked column system is introduced as a steel lateral load resisting system that provides the ability to repair structures after an earthquake.

BLAST LOADING EFFECT ON CHEVRON TYPE BUCKLING RESTRAINED BRACED FRAMES

Buckling Restrained Braced Frames (BRBF) are being used all over the world as a seismic force resisting system in building structures. BRBFs are used due to their high ductility after yielding and the ability to absorb energy. Currently, American Society of Civil Engineers (ASCE) permits the use of BRBFs as a single seismic force-resisting system by quantifying the seismic parameters such as Response Modification Coefficient (R), Over-strength Factor (Ωo) and Deflection Amplification Factor (Cd) in their latest code ASCE 7-16. The purpose of this research is to investigate how a structure built with BRBF to resist seismic forces behaves when subjected to blast loading. In other words, this paper focuses on the effect of blast loading on Buckling Restrained Braced Frames. The investigation is carried out on a Chevron type braced frame. The frame is subjected to a short duration blast loading that lasts only 21.7 mili-second (ms). Blast loading effects on the braced frame are assessed by identifying the weakest plane of failure, deformation characteristics and out of plane bending. The research also investigates the effect of brace core thickness on resisting blast loading. It is observed that the brace core thickness plays a significant role in reducing the deformation characteristics.

BLAST LOADING EFFECT ON CHEVRON TYPE BUCKLING RESTRAINED BRACED FRAMES

Buckling Restrained Braced Frames (BRBF) are being used all over the world as a seismic force resisting system in building structures. BRBFs are used due to their high ductility after yielding and the ability to absorb energy. Currently, American Society of Civil Engineers (ASCE) permits the use of BRBFs as a single seismic force-resisting system by quantifying the seismic parameters such as Response Modification Coefficient (R), Over-strength Factor (Ωo) and Deflection Amplification Factor (Cd) in their latest code ASCE 7-16. The purpose of this research is to investigate how a structure built with BRBF to resist seismic forces behaves when subjected to blast loading. In other words, this paper focuses on the effect of blast loading on Buckling Restrained Braced Frames. The investigation is carried out on a Chevron type braced frame. The frame is subjected to a short duration blast loading that lasts only 21.7 mili-second (ms). Blast loading effects on the braced frame are assessed by identifying the weakest plane of failure, deformation characteristics and out of plane bending. The research also investigates the effect of brace core thickness on resisting blast loading. It is observed that the brace core thickness plays a significant role in reducing the deformation characteristics.

Quantification of seismic performance factors of beam-through steel frames with self-centering modular panel and replaceable hysteretic dampers

In recent years, self-centering modular panels (SCMPs) are proposed as a prefabricated portable lateral-load resisting member for potential application to new structure installation or seismic retrofit of existing structures. Several types of seismic fuse devices have been studied for implementation in the SCMPs, including tension-only braces, slit steel plate shear walls and replaceable hysteretic dampers (RHDs). Previous experimental testing and numerical simulation study results have demonstrated that these SCMPs show flag-shaped hysteretic response with anticipated seismic behavior. This study is focused on quantifying the seismic performance factors, including the response modification coefficient (R), the system overstrength factor (Ω0), and the deflection amplification factor (Cd), to enable seismic design of future SCMP structural systems in compliance with FEMA P695 procedure. The beam-through steel frames (BTSFs) with SCMPs installed into are used as an example to showcase the procedure. Numerous BTSF-SCMP-RHDs buildings, arranged in four performance groups (PGs), were designed as prototype structures based on assumed performance factor values. Next, these structures are investigated through nonlinear static analysis and incremental dynamic analysis. From this study, the response modification coefficient, the overstrength factor and deflection amplification factor are concluded to be 6.0, 3.0 and 6.0, respectively for the BTSF-SCMP-RHD structures. The results also indicate that the initial pre-stress level of post-tension (PT) cables has a major influence on the overstrength factor and collapse resistance capacity of BTSF-SCMP-RHDs system.

Seismic collapse safety of reinforced concrete moment resisting frames with/without beam-column joint detailing

FEMA-P695 procedure was applied for seismic collapse safety evaluation of reinforced concrete moment resisting frames with/without beam-column joint detailing common in Pakistan. The deficient frame lacks shear reinforcement in joints and uses concrete of low compressive strength. Shake-table tests were performed on 1:3 reduced scale two-story models, to understand the progressive inelastic response of chosen frames and calibrate the inelastic finite-element based models. The seismic design factors i.e. response modification coefficient, overstrength, ductility, and displacement amplification factors (R, W0, Rμ, Cd) were quantified. Response modification factor R = 7.05 was obtained for the frame with beam-column joint detailing while R = 5.30 was obtained for the deficient frame. The corresponding deflection amplification factor Cd/R was found equal to 0.82 and 1.03, respectively. A suite of design spectrum compatible accelerograms was obtained from PEER strong ground motions for incremental dynamic analysis of numerical models. Collapse fragility functions were developed using a probabilistic nonlinear dynamic reliability-based method. The collapse margin ratio (CMR) was calculated as the ratio of seismic intensity corresponding to the 50th percentile collapse probability to the seismic intensity corresponding to the MCE level ground motions. It was critically compared with the acceptable CMR (i.e. the CMR computed with reference to a seismic intensity corresponding to the 10% collapse probability instead of MCE level ground motions). Frame with shear reinforcement in beam-column joints has achieved CMR 11% higher than the acceptable thus passing the criterion. However, the deficient frame achieved CMR 29% less than the conforming frame. This confirms the efficacy of beam-column joint detailing in reducing collapse risk.

Performance Evaluation of Dual System Structure with Belt Truss

In structural engineering applications, boundaries of building deflection or interstory drift are important issues. In tall buildings that are more than or equal to 60 floors in the current era, the Belt Truss System is used in the building structure. The function of the Belt Truss is useful to reduce deflection that occurs in buildings by converting the building’s moment to the axial column of the exterior column. The Structure of the Belt Truss itself can use reinforced concrete structures and steel structures. Because the Belt Truss structure is an innovation in the world of structural engineering, the earthquake load parameter values do not depend on the applicable Building Standart Codes. Standard Codes of Earthquake Resistant Building require parameters of the Response Modification Coefficient (R), Over Strength Factor (fΩo), and Deflection Amplification Factor (Cd) for determining earthquake loads. Because the parameters in the Belt Truss structure are not listed in the Standard Codes of Earthquake Resistant Building, the earthquake load parameters of the Belt Truss were determined. The method used in this research is literature study using Pushover Analysis according to ATC-40 and FEMA 356.

Evaluation of deflection amplification factor for steel buckling restrained braced frames

In the common force-based design method prescribed in seismic codes, displacements of a structure under reduced seismic forces are amplified by a deflection amplification factor, Cd, to estimate inelastic displacements. The present study evaluates Cd for steel buckling restrained braced frames (BRBFs). For this purpose, six low-to mid-rise structures comprising 2- to 12-story BRBFs are considered, and nonlinear dynamic analyses are performed. Results indicate that the recommended Cd by ASCE 7 (i.e., Cd = 5.0) underestimates the inelastic maximum interstory drift ratio (IMIDR) of lower stories in BRBFs under the design earthquake. Furthermore, estimation of IMIDR in upper stories of mid-rise structures using Cd = 5.0 leads to acceptable results. Therefore, by applying the particle swarm optimization (PSO) algorithm, a new equation is proposed for Cd to more realistically estimate IMIDR in steel BRBFs under the design earthquake. In the case of roof displacement, the results show that for low-rise structures the recommended value of Cd = 5.0 significantly underestimates the inelastic maximum roof drift ratio (IMRDR). On the other hand, for taller structures Cd = 5.0 overestimates the IMRDR. Thus, another new equation is proposed using the PSO algorithm for CdRoof in order to better estimate the IMRDR. Moreover, effects of variation in strain hardening ratio on Cd and CdRoof are investigated. In the last part of this study, variations of the ratios of Cd and CdRoof to response modification coefficient (R) with ductility reduction factor (Rμ) are investigated.

Effects of diaphragm flexibility on the seismic design acceleration of precast concrete diaphragms

A new seismic design methodology for precast concrete diaphragms has been developed and incorporated into the current American seismic design code. This design methodology recognizes that diaphragm inertial forces during earthquakes are highly influenced by higher dynamic vibration modes and incorporates the higher mode effect into the diaphragm seismic design acceleration determination using a first mode reduced method, which applies the response modification coefficient only to the first mode response but keeps the higher mode response unreduced. However the first mode reduced method does not consider effects of diaphragm flexibility, which plays an important role on the diaphragm seismic response especially for the precast concrete diaphragm. Therefore this paper investigated the effect of diaphragm flexibility on the diaphragm seismic design acceleration for precast concrete shear wall structures through parametric studies. Several design parameters were considered including number of stories, diaphragm geometries and stiffness. It was found that the diaphragm flexibility can change the structural dynamic properties and amplify the diaphragm acceleration during earthquakes. Design equations for mode contribution factors considering the diaphragm flexibility were first established through modal analyses to modify the first mode reduced method in the current code. The modified first mode reduced method has then been verified through nonlinear time history analyses.

Evaluation of Seismic Performance Factors for High-rise Steel Structures with Diagrid System

Diagrid system is a new tubular structural system in tall buildings which requires seismic performance factors (R, Ω0, Cd) for seismic design according to the loading and design codes. By considering the fact that the current codes do not include these factors, this paper aims to evaluate them based on the FEMA P695 methodology. For this purpose, five archetypes have been developed in a way that the structure story heights and span lengths are respectively equal to 4 and 6 meters; this makes the diagonal angles equal to 53.13 degrees. The response modification coefficient (R-factor) of the archetypes was calculated by the Uang method through iteration in analysis and design in OpenSees and ETABS software, respectively. Two types of analysis were carried out: non-linear static analysis (pushover analysis) and non-linear incremental dynamic analysis (IDA); the first evaluates ductility, μT, and over-strength factors, Ω, and the second evaluates “collapse margin ratio (CMR)”. At the end, computed “adjusted collapse margin ratio (ACMR)” was controlled by acceptable values of ACMR in the FEMA P695. Based on the results, the values of R-factor, over-strength factor, Ω0, and deflection amplification factor, Cd, are proposed to be 2.5, 2.0 and 2.5, respectively.

Probabilistic Risk-Based Performance Evaluation of Seismically Base-Isolated Steel Structures Subjected to Far-Field Earthquakes

The performance of base-isolated steel structures having special moment frames is assessed. The archetypes, which are designed per ASCE/SEI 7–2016, are simulated in the Finite Element (FE) computational platform, OpenSees. Adopting nonlinear dynamic analyses using far-field ground motions, the performance of Drift-Sensitive Structural Components (DS-SC), and Drift-/Acceleration-Sensitive Non-Structural Components (DS/AS NSC) at slight, moderate, extensive, and collapse damage states are investigated. The effects of structural height, effective transformed period (Teff), response modification coefficient (RI), and isolation type on the performance of 26 archetypes mounted on Lead Rubber Bearings (LRBs) and Triple Concave Friction Pendulums (TCFPs) are evaluated. Computing 50-year probability of exceedance using the fragility curves and seismic hazard curves of the site, increasing Teff reduces the role of RI in the structural performance; variations in the height, as well as RI, do not affect the risk of damages to the AS-NSC; the risk of collapse is not sensitive to the variations of Teff. The TCFP systems represent superior performance than LRB systems in lower intensities. For longer periods and taller structures, the isolation type has less effect on the performance of NSC. Finally, the archetypes have less than 1% risk of collapse in 50 years; nevertheless, high-rise structures with RI = 2.0 have more than 10% probability of collapse given the maximum earthquake.

Inappropriate Detailing Impact Towards Ductility of High Rise Reinforced Concrete Moment Frames Building in High Seismicity Area

Responding to human population and economic growth in Indonesia, high-rise building as supporting infrastructures has increased significantly in numbers in many big cities. Designing high-rise building, earthquake load shall be considered to create an earthquake-resistant building. However, the civil engineering practices in Indonesia are inappropriate to the current provisions. Many existing buildings, which were built based on previous earthquake-resistant building provisions, are not evaluated to adjust to the current earthquake-resistant building provisions. There is also inconsistency among civil engineers while applying provisions in design practices. Hence, a question arises whether the existing buildings which were designed using an inappropriate procedure are adequate enough to fulfill the necessary requirements of structural behavior and performance level as an earthquake-resistant building in high seismicity area. This paper presents structural analysis to evaluate impacts of various levels of detailing on ductility in high-rise reinforced concrete frame buildings. In the study, 20 story office buildings located in region with high seismicity area were designed. Five detailing levels of building designs were studied: one building used appropriate design while others not. The variations were differed by combining types of moment frame system (ordinary, intermediate, and special) and several values of response modification coefficient, R. The seismic performances of the buildings were then investigated by performing nonlinear time history analysis using seven pairs of scaled ground motions. From this analysis, ductility of five buildings were compared and evaluated. The evaluations were presented by performance level result and limited maximum story drift ratio result. Based on the findings, dynamic behavior for inappropriate designed buildings indicated vulnerable behavior of structure which was dominated with brittle behavior and exceed maximum drift limit. Due to the vulnerability, this paper proposes the necessity of immediate evaluation and retrofit for existing high-rise buildings which have inappropriate design in high seismicity area in Indonesia.