Ductility Reduction Factor Research Articles

Reliability-based ductility reduction factors surfaces using the generalized bojorquez ground motion intensity measure IBg

In this work, reliability-based ductility reduction factors surfaces are obtained through uniform annual failure rate (UAFR) spectra. For this aim, several nonlinear single degree of freedom (SDOF) systems that include various hysteretic behavior models, constant ductility performance and structural reliability levels are subjected to two sets of ground motions recorded on Mexico City. The first set includes 50 ground motion records located on stiff soils, while the second set correspond to 50 soft soil ground motions. In order to compute the UAFR spectra, the ground motion records were scaled at different values of a particular case of the generalized intensity measure IBg named INp for spectral acceleration. The study discusses the influence of different post-yielding stiffness on UAFR spectra obtained for the selected Bojorquez intensity measure, through the bilinear hysteretic model. Additionally, the Takeda model is used to represent structures that exhibit the effect of stiffness degradation. This study is aimed to compute the effect to obtain ductility reduction factors for various uniform annual failure rates, different degrees of post-yielding stiffness, and different ductility capacity for various nonlinear structures. The analyses of the results indicate that strength reduction (through ductility reduction factors) is mainly influenced by parameters such as ductility, failure rate, period of the system and soil conditions. Finally, reliability-based ductility reduction factor surfaces for stiff and soft soil are provided for different UAFR. It is important to say that this is the first time that ductility reduction factors are proposed based on IBg or INp as intensity measure.

Phản ứng động đất của các hệ nhị tuyến tính đàn - dẻo và tự tâm định dưới tác dụng của các chuyển động nền do động đất xa và gần

This study presents seismic response of single degree of freedom (SDOF) elasto-plastic and self-centering systems under far and near-fault ground motions. These parameters was conducted to determine the influence on SDOF structure response in term of ductility, absolute acceleration, absorbed energy, strength ratio and strength reduction factor. It was found that maximum ductility for bilinear elasto-plastic systems was qualitatively similar to self-centering hysteretic systems, by adjusting the value of α and β, a self-centering hysteretic systems could be made qualitatively better than bilinear elasto-plastic systems in term of ductility. With respect to the absorbed energy, the self-centering hysteretic systems always less than comparable bilinear elasto-plastic systems. A three 3-story steel frame Self-Centering Brace Frame (SCBF) was designed according AISC seismic provison to validate of response of single degree of freedom self centering systems. 20 far field earthquake groundmotion are used for analysing of three 3-story steel frame SCBF under DBE (Design Based Earthquake) and MCE (Maximum Considerded Earthquake) level by using computer program PISA3D. The maxmimun value of interstory drift are under 1% and 2%, while residual drift are small.

Effect of Beam-Column Connection Types on the Response Modification Factors of Steel Frames

A key component of steel structural design is the careful selection of structural modeling joints in steel structures, as the behavior of the joints affects the structure's strength and displacement characteristics. According to the capacity for transferring moment, connections in the analysis of frames are categorized as rigid, semi-rigid, or pinned. Also, the response modification factor (R-factor) is an effective parameter used in the seismic design of structures. However, the influence of the beam-column connection's stiffness factor on the response modification factor did not seem to have been considered in seismic design codes. Consequently, the R-factor under static pushover and dynamic loading is being studied for moment-resisting steel frames (MRSFs) with 3-, 6-, and 12-story using three different forms of beam-column connections depending on the connections' stiffness (m). The rigidities of the connections are taken 20, 10, and 5 for rigid, stiff semi-rigid, and flexible semi-rigid connections, respectively. The MRSFs are subjected to ten records with varying frequency contents and ground motion durations. The ductility reduction factor (Rμ), the over-strength reduction factor (Ro), and the R-factor were determined. The results indicated that the beam-column connection rigidity factors affected the R0, Rμ, and R-factors. Also, the R-factors were more affected by the rigidity factors for the beam-column connections and the number of story frames.

Experimental and Numerical Analyses of Perforated Corrugated Steel Shear Walls

This study presents an evaluation of the seismic performance of corrugated steel shear walls (CSSWs) with openings. Cyclic experimental tests were conducted on CSSW specimens featuring square and circular openings, with a comparison made to infill CSSWs. Additionally, numerical analysis was performed to investigate various opening configurations. The results indicate that CSSWs with openings experienced a maximum strength reduction of approximately 10% when compared to infill walls. Furthermore, placing the opening at the center of the wall resulted in an elastic stiffness decrease of approximately 23%. The presence of openings also mitigated the pinching effect observed in cyclic responses. The numerical analysis further revealed that incorporating stiffeners around the openings significantly enhanced the seismic performance of CSSWs. Stiffened openings demonstrated improvements of approximately 38% in ultimate strength, 26% in stiffness, 25% in ductility reduction factor, and 15% in equivalent viscous damping ratio when compared to unstiffened openings. To further investigate the practical application, the study numerically evaluated 3-story frames with perforated CSSWs under monotonic loading. The analysis demonstrated the beneficial impact of opening stiffeners, as stiffened openings exhibited increased ductility, loading capacity, initial stiffness, and response behavior factor of approximately 13.5%, 9.0%, 20.5%, and 30%, respectively, when compared to unstiffened perforated CSSWs. Overall, this study contributes to the understanding of the seismic behavior of CSSWs with openings and highlights the advantages of incorporating stiffeners around the openings to enhance their structural performance.

Determination of the seismic vulnerability of infilled RC buildings according to the Quadrants assessment method

The earthquake vulnerability of the buildings has become more important after significant structural damages due to seismic events. The Quadrants assessment method is one of the effective procedures for the determination of the earthquake performance of the buildings. In this study, the impact of the infill walls on the structural vulnerability of reinforced concrete (RC) buildings was investigated using this method. Five different building models are designed such as bare RC frame, RC frame with strut infill as per field test (open ground story), RC frame with strut infill as per ASCE-41-06 (open ground story), full RC frame with strut infill as per field test (fully infilled), and full RC frame with strut infill as per ASCE-41-06 (fully infilled). All structural analyses were performed using an adaptive pushover analysis in the SeismoStruct software. The infills in the studied RC buildings were modeled as an equivalent strut as per field test or ASCE-41-06 code. The influence of different building models on the performance point, overstrength factor, response reduction factor, and ductility reduction factor was evaluated. The performance point is calculated as per the ASCE-41-06 code which is based on the “displacement coefficient method” and the application of the performance point is used to decide on the intervention/retrofit of RC structures through the “Quadrants assessment method”. In this study, the results depict that the strut width of the infill as per ASCE-41-06 is underestimated as compared to field test. Thus, the impact of the strut width is quantified on the seismic design parameters. It is concluded that there is a need for intervention/retrofit of the bare frame and open ground story RC infilled frame based on the “Quadrants assessment method” due to the absence of infills and the calculated values of the response reduction factor (R) obtained for the infilled RC building models are higher than the bare frame structure due to presence of infills.

Equivalent static loads for double-layered domes supported by multistorey buckling-restrained braced frames

Curved gridshells are excited not only in the horizontal direction but also experience large anti-symmetric vertical accelerations when subjected to horizontal earthquake ground motions. In addition to the coupled response, gridshells exhibit closely spaced modes and substructure-roof interaction. Nevertheless, previous studies have proposed elastic horizontal and vertical equivalent static seismic forces considering these complex dynamic response characteristics. These are determined from the input horizontal acceleration at the substructure’s roof level, an assumed acceleration distribution, nodal roof masses and amplification factors derived from the dynamic characteristics of the dome and substructure. To extend this methodology to nonlinear substructures with displacement-dependent damping devices, this paper investigates the applicability of ductility reduction factors (or Rμ factors) to estimate the inelastic response spectra and an alternative equivalent linearisation approach to compute the peak horizontal acceleration of multistorey substructures with buckling-restrained braces. This is achieved by modelling the curved roof as a rigid mass for the substructure model, and using its idealised base shear-roof displacement relationship obtained from modal pushover analyses. The peak horizontal acceleration of the substructure is then used to obtain the equivalent static loads of the curved roof using amplification factors, and the accuracies are verified against the results from nonlinear response history analyses. It was confirmed that the Rμ [Formula: see text]factors combined with the roof amplification factors provide a simple way to estimate the peak roof response with sufficient accuracy for preliminary design of domes with multistorey substructures having low post-yield stiffness.

Characterization of site location versus the causative fault in seismic demands of structures

This paper aimed at investigating the effect of site location versus the causative fault on the seismic demand of structures and addressing the related parameters from different aspects in order to possibly bridge the gap between structural engineering and engineering seismology. To this end, fundamental studies were carried out using different SDOF and 2DOF systems to obtain the imposed seismic demands in terms of spectral displacement (Sd) contours, ductility demand contours (µ), Sdn/Sdp plots, and response resultant vectors. Both elastic and inelastic behavior regarding two ductility reduction factors (Rµ) were incorporated. In order to correctly address the influence of geometrical and seismological parameters on structural seismic demands, a total number of 273 ground motions at different locations were generated using a recently developed technique to perform more than 30,000 dynamic time-history analyses. In this regard, key parameters such as epicentral distance (R), angle (θ), slip distribution, rupture directivity, static offset, asperity location, pulse period (Tp), and pulse amplitude (Ap) were related to the structural responses and fully discussed. The results indicated that the vulnerability of structures could be rapidly and approximately assessed by elastic SDOF analyses or even by studying the ground motion characteristics such as pulse amplitude and pulse period. For low-period systems, the pulse amplitude (Ap) plays an important role, and for long-period systems, the pulse period (Tp) plays an important role. The relative rigidity of the structures vs. the pulse period plays a significant role in seismic demands. Finally, by getting far away from the epicenter, the Sdn/Sdp response ratio has been increased.

Demands on acceleration-sensitive nonstructural components in special concentrically braced frame and special moment frame buildings

This study investigates demands on acceleration-sensitive nonstructural components (NSCs) in code-compliant Special Concentrically Braced Frame (SCBF) and Special Moment Frame (SMF) structures. Previous studies have highlighted that the assumption of ASCE 7-16 for the ratio of Peak Floor Acceleration (PFA) to Peak Ground Acceleration (PGA) is overly conservative. In most previous studies, the results were based on generic analytical models with non-deteriorating structural behavior or recorded data from instrumented buildings subjected to ground motions that were significantly weaker than the design-level earthquakes. This study evaluates the acceleration demands on NSCs in 11 archetype buildings modeled using advanced techniques. The ground motions used elicit inelastic response in the frames at the level expected by ASCE 7-16 compliant designs. The study examines the effect of the ratio of NSC period to structural period, NSC damping ratio, and NSC vertical location on these demands. Results of this investigation are compared with the provisions of ASCE 7-16 and the recommendations of the recently completed effort by the Applied Technology Council 120 project (ATC-120), which are the basis for the seismic design requirements for nonstructural components in the forthcoming ASCE 7-22 standard. Equations for the PFA/PGA ratio and NSC amplification factor, which account for the dynamic characteristics of the buildings, are developed based on regression analysis of the generated data. Results of the analyses indicate that the formula recommended by ATC-120 for estimating PFA/PGA along the height of the structure, which includes building nonlinearity effects through a constant building ductility reduction factor, overestimates floor accelerations at the top floors but underestimates them in the lower floors of the archetypes considered. At the same time, results show that the NSC seismic design force equation recommended by ATC-120 is conservative for the SCBF archetypes, while it underestimates the NSC force demands in the SMFs.

Improved performance-based plastic design method for post-tensioned connection systems

Performance-based plastic design (PBPD) was initially proposed as a method for retrofitting existing structures. The PBPD method gradually became a general approach for designing new structures. This method is a direct method to obtain design base shear and leads to design structures being more economical compared to traditional methods. PT connections were developed after the Northridge earthquake. The self-centering could restore the connection to its original position without damage to the beams and columns. High-strength post-tensioned cables are used to restore the structure to its initial position in PT connections. Also, energy dissipaters (for example, top and bottom angles) are used to increase ductility. In this study, a proposed relationship between the ductility (µ), period (T), and response reduction factor (R) is presented for structures with pinching or flag-shaped behavior, and the effect of the parameters on R has been investigated. Also, a new design approach for structures with PT-steel connections with top-and-bottom angles is presented. The results show that R primarily depends on the post-yield stiffness ratio (α), the yield stress ratio (or energy dissipation) (β), ductility (µ), soil type, etc. Nonlinear time-history analysis indicates that designed models based on the proposed approach satisfy drift limits. The results show that the proposed relationship can be quite suitable for designing PT connections using the PBPD approach.

Seismic Performance of CFST Frame-Steel Plate Shear Walls Connected to Beams Only

The safety and cost of structures composed of concrete-filled steel tube (CFST) frame-steel plate shear walls (SPSWs) with two-side connections are governed by the seismic performance. The response modification factor R and displacement amplification factor Cd are important seismic performance factors. In this paper, nonlinear seismic responses of 10-story, 15-story, and 20-story CFST frame-SPSWs (CFST-SPSWs) are studied. A nonlinear finite element model which includes both material and geometric nonlinearities is developed using the finite element software OpenSees for this study. The accuracy of model was validated by comparing with experimental results. Nonlinear seismic analysis shows that CFST-SPSWs, in high seismic region, behave in a stable and ductile manner. Also, R and Cd of CFST-SPSWs were evaluated for the structure models using incremental dynamic analysis (IDA), and the average values of 3.17 and 3.05 are recommended, respectively. The recommended R value is greater than the value (2.8) in the “Chinese Code for seismic design of buildings” for composite structures, indicating the code is conservative. The structural periods provided by current code are generally lower than the periods calculated by finite element analysis. Research results show that R and Cd increase with increasing story number, span number, and structural period. Ductility reduction factor Rμ increases with increasing span number and decreasing story number. Overstrength factor Rs increases with increasing story number and decreasing span number.

Development of Performance Based Plastic Design of EBF Steel Structures Subjected to Forward Directivity Effect

Performance-based plastic design (PBPD) is a method which considers the inelastic behavior of a structure for the seismic design that follows a pattern in which a pre-selected yield mechanism is defined for each type of structural system. Despite the general adequacy of this method compared to the code-based method, the need to further improve this method against Forward-Directivity, the well-known characteristic of near-fault ground motions, is of high importance. On the other hand, Eccentrically Braced Frame (EBF) is considered to be an efficient conventional steel-framed system that combines the advantages of moment-resisting frame and concentrically braced frame. In this study, attempts have been made to improve the conventional PBPD method in order to consider the effect of forward-directivity. To this end, the energy modification factor (γ) was modified by recalculating ductility demand µ and ductility reduction factor Rµ of three 6-, 12-, and 18-story EBF structures. Using incremental dynamic analysis, these structures were subjected to 12 well-known near-fault ground motions, and accordingly, the modified energy factor (γ′) was obtained for each set. Then, an equation was proposed to calculate the γ′ based on the fundamental period of the structure. As expected, the code-based designed structures exceeded the allowable drift limits. Although the structures which were designed based on conventional PBPD followed the pre-selected yield mechanism and performed better, they exceeded the drift limits as well. Consequently, the structures which were re-designed using modified energy factor γ′ could well satisfy the acceptance criteria as well as achieving the desirable yield mechanism.

Ductility reduction factor analysis of RC frames considering influences of infilled walls

The value of ductility reduction factor is directly related to seismic design force. And then it has a vital impact on the safety and economy of structures. Influences of infilled walls as nonstructural members on ductility reduction factor is usual neglected in current codes. According to Chines code for seismic design of buildings six typical RC frames with different height in seismic precautionary intensity of 8-degree and design basic acceleration of ground motion of 0.2g are designed. The rationality and accuracy of finite element models are verified by comparing simulation results with test results. Finite element models of RC frame with and without infilled walls are built on OpenSees software. The influence of infilled walls on ductility reduction factor of RC frames are developed by adaptive pushover analysis (APOA) and incremental dynamic analysis (IDA). Results show that influences of infilled walls on ductility reduction factor of RC frames is significant, but with increase of structural height influences gradually decline. Based on analysis results of this paper, the value of ductility reduction factor of RC frame without infilled walls is 2.5 and that of RC frame with infilled walls is 3.6. Analysis methods affect the value of ductility reduction factor significantly. Values of ductility reduction factor based on APOA is less than those based on IDA.

Evaluating the ductility reduction factors of SDOF self-centering earthquake-resisting structural systems

In the past two decades, considerable research works have been directed toward the development of self-centering (SC) earthquake resisting structural systems that are able to make structures usable and repairable after strong ground motions. The focus of these research works is on eliminating the residual deformations and on preventing the earthquake damage in the primary structural components. In comparison with conventional structural systems, the hysteretic responses of SC structural systems are characterized by high levels of post gap-opening stiffness and with low levels of energy dissipation. This indicates that self-centering structural systems may have spectral response characteristics different from those of conventional systems. In this study, the ductility reduction factor (Rμ) which is required for the estimation of the strength demands is evaluated for SC single degree of freedom systems. The results obtained indicate that SC systems generally have Rμ levels lower than those of conventional systems. Modification factors that can be used to relate the Rμ levels of SC systems to those of conventional structural systems are introduced in this study and found capable of accurately predicting the Rμ levels of SC systems.

Evaluation of Response Reduction Factor of Existing Masonry Infilled RC-Buildings in Pokhara

Most of the structural designer do not consider masonry infill walls during design process due to a lack of modeling guidelines in design standards and are treated as non-structural elements. In fact, the interaction effect between bounding frames and infill masonry is a complicated issue in nonlinearity of structures. The current seismic codes indirectly incorporate the nonlinear response of structure through linear elastic approach by considering the response reduction factor ‘R’ without comprising infill. In this context, this study evaluates the response reduction factor of existing engineered designed RC frame structures that are designed based on Indian standard codes. For this, three existing RC buildings were selected and performed non-linear pushover analysis. The structural response was examined in terms of natural period, base shear, strength, stiffness, ductility and response reduction factor. The results specify that the buildings with infill walls significantly influence on ‘R’ value of structures. Additionally, study shows that the variation of ‘R’ value mainly depends on the percentage of infill inclusion.

Axial performance degradation of squared CFST stubs in severe cold and acid rain area

The axial performance degradation of 40 concrete-filled squared thin-walled steel tubular stub columns in severe cold and acid rain area were studied in this paper. The test parameters include freeze-thaw cycles (0, 80, 160 and 240), corrosion rate (0, 10%, 20% and 30%) and wall thickness (3.0 mm and 4.5 mm). The test process involves three parts: only acid rain corrosion test, only freeze-thaw cycle test and alternation test of acid rain corrosion and freeze-thaw cycle. The results reflect that the failure modes of the specimens were the local buckling of the steel tube and the transverse tensile fracture at the corner of steel tube. Derived from the test results, the development of the rigidity, ductility and strength reduction factor of concrete-filled squared thin-walled steel tube with the different parameters were discussed, as well as the lateral deformation coefficient of the steel tube and the confinement effect of the core concrete. After validating the design methods in different standards, the modified Chinese standard prediction formula was recommended to evaluate the ultimate strength of concrete-filled squared thin-walled steel tube stub columns under the alternating action of acid rain corrosion and freeze-thaw cycle.

Torsional ductility spectrum for predicting ductility distribution in simple asymmetric‐plan structures

SummaryAn analytical procedure is developed for predicting the ductility demands in simple asymmetric‐plan structures under earthquake ground motions. The procedure governs regular structures dominated by the lower vibration modes where inelastic response occurs only at the bases of first story columns and at the beam ends, in conformance with the capacity design principles. Torsional ductility spectra are generated for expressing the maximum ductility response of torsionally coupled, generic, single‐story, 2‐degree‐of‐freedom inelastic parametric systems. Five parameters characterize the parametric systems: first mode period, uncoupled frequency ratio, stiffness eccentricity, stiff‐to‐flexible edge strength ratio, and ductility reduction factor. A surrogate modeling approach is developed for converting the properties of the actual systems to those of the parametric system. Mean maximum ductilities of torsionally stiff, equally stiff, and torsionally flexible systems are calculated under a set of design spectrum compatible strong motions for the possible combinations of characteristic parameters. The results obtained from case studies revealed reasonable accuracy of the estimations. The results have indicated that the flexible side frames of torsionally stiff and equally stiff code conforming designs are mainly responsible for providing the intended ductility and energy dissipation capacity whereas the stiff side frames play a secondary role, particularly when the stiff edge is significantly stronger than the flexible edge. However, ductility demands in torsionally flexible systems are significantly larger at both sides compared with torsionally stiff systems.

Damping spectra for estimating inelastic deformations from modal response spectrum analysis

SummaryThe focus of this study is estimating inelastic deformations of building frames by conducting response spectrum analysis. Damping spectra (Rμ–ξ–T spectra) are derived first for SDOF systems defined with their initial period or initial stiffness, in order to attain equal maximum displacements of the companion inelastic systems. Mean spectral relations and their standard deviations are calculated for 566 horizontal pairs of near‐fault ground motions. They are further classified with respect to ductility reduction factor Rμ as well as the earthquake magnitude and soil type, which are found to have notable influence on the effect of damping in reducing maximum displacement. Optimal damping scaling factors are then calculated for converting the standard 5% damped linear elastic spectra to inelastic spectra. Finally, maximum deformations of MDOF building frames are estimated by using the optimal spectral factors through mode superposition analysis. The results are compared with the results obtained from nonlinear response history analysis under different sets of strong ground motions. Mean inelastic deformations are predicted with reasonable accuracy with the proposed procedure. Hence, damping spectra furnishing optimal damping ratios are suggested as a practical tool for assessing the seismic performance of newly designed, code conforming structures.

New formulation of ductility reduction factor of RC frame-wall dual systems for design under earthquake loadings

Any design of standard structures in keeping with seismic safety norms is usually founded on an approach characterised by force-based design. Research has proven, over the course of several decades, that such an approach has a solid basis and can easily be applied by the engineers in charge of the design project. Furthermore, when taken in conjunction with principles of capacity design, the force-based approach is effective against premature structural failures. The force-based design approach, however, suffers from a number of shortcomings, especially regarding the way it has been employed in seismic design codes of recent years. One of the weaknesses can be attributed to the way the base shear is calculated via a reduction factor that has been defined a priori and that remains constant for a certain structural system typology. The outcome of depending on the same design input shows that structures identical in type but variant in geometry undergo varying ductility demands and exhibit, therefore, a different seismic performance. In this research, a procedure for assessing force-reduction factors of RC frame-wall dual systems is developed, by combining the analytical formulations proposed by Zerbin et al. (2019) for wall and frame systems, separately. These analytical formulations make it possible to combine global and local ductility demands, thereby allowing a calculation of the factors of force ductility reduction that result in balanced local ductility demands and the predicted levels of damage. The proposed method is based on empiric expressions that merely require – as input data – the information available when starting the design process. The proposed formulation is applied to a set of frame-wall structures and tested by means of both nonlinear static and dynamic analyses. The current study has produced conclusions showing that, with respect to such dual system structures' seismic behaviour, the procedure proposed herein yields a more accurate assessment of than the approach being currently used by design guidelines; in turn this method may provide a valid contribution to the evolving guidelines of future seismic design codes.

Effect of Lintel Beam on Response Reduction Factor of RC-Infilled Frames

In this study, a three-dimensional, four-storied, rein-forced concrete (RC) building is designed for seismic zone-IV and seismically evaluated for different infill configurations along with consideration of openings in infills to develop a realistic model. Four models are considered, i.e. model I (full RC-infilled frame without lintel beam), model II (bare frame without lintel beam), model III (full RC-infilled frame with lintel beam) and model IV (bare frame with lintel beam). In this study, we have evaluated the effect of lintel beams on response reduction factor of the frame structure. The nonlinear static adaptive pushover analysis has been done using Seismostruct program. In seismic design, the response reduction factor (R-factor) reduces from the elastic to inelastic strength. The R-factor is one of the design tools to show the level of inelasticity in a structure and so it has significant importance in the earthquake engineering field. The response reduction factor mainly consists of ‘ductility reduction factor’ and ‘over strength factor’, which are evaluated from static adaptive pushover analysis. Ultimately the response reduction factor isobtained for the building and compared with the value recommended by IS 1893 Part-1 (2016). The results depict that the R-factor values of full RC-infilled frames and bare frames with incorporation of lintel beams are higher than other frames without lintel beam. However, R-factor values of bare frames are lower than the corresponding values recommended in the BIS code.

Seismic performance factors of RC frames with infilled walls based on APOA and IDA

Seismic performance factors are important parts of performance-based seismic design, and values of seismic performance factors are directly related to structural safety and economy. Six typical RC structures in high intensity region are designed according to the current Chinese Codes, and finite element models are built on OpenSees platform. The objectivity and accuracy of modeling methods are verified by existing experimental results. Values and rules of seismic performance factors are revealed by adaptive pushover analysis (APOA) and incremental dynamic analysis (IDA). Through comparison with values of design codes, values of the system overstrength factor, the ductility reduction factor, the response modification factor and the deflection amplification factor in this paper is reasonable, and this study provides theoretical reference for Chinese Codes. Analytical methods have important effect on seismic performance factors. Comparing with the IDA method, the APOA method underestimates seismic performance factors. Structural height has significant influence on seismic performance factors. Overstrength factor increases with increase of structural height but ductility reduction factor, response modification factor and deflection amplification factor decrease. Infilled walls increase seismic performance factors of RC frame with infilled walls. The effect of infilled walls on seismic performance factors decreases gradually with increase of structural height.