Base Shear Coefficient Research Articles

Seismic Isolators Layout Optimization Using Genetic Algorithm Within the Pymoo Framework

In most previous studies, seismic base isolation system optimization has mainly focused on determining isolation layer parameters. However, the subsequent steps of isolator device selection and positioning can significantly impact overall system performance. To address these shortcomings, we propose an alternative optimization approach demonstrated through two models: regular and irregular 8-storey reinforced concrete structures. This approach utilizes the Pymoo framework and commercially available isolators to find optimal isolator layout configurations in two steps. First, using the equivalent lateral force (ELF) procedure, an initial population of seismic isolators meeting shear strain, base shear coefficient, and buckling requirements was randomly selected from suppliers' elastomeric bearing catalogs. Second, the Non-dominated Sorting Genetic Algorithm II (NSGA-II) was used to improve the seismic response of the models under the fast nonlinear analysis (FNA) method by minimizing peak roof acceleration, inter-story drift ratio, displacement of the isolated base layer, as well as maximizing the fundamental period. The results underscore the effectiveness of this approach in improving seismic response. Compared to fixed-base structures, the optimal solutions achieved more than double the fundamental period, reduced peak roof acceleration by over 70%, and diminished base shear force by approximately 50%. This methodology can serve as a reference for future research across various structure types, including hybrid isolation systems and steel structures. Doi: 10.28991/CEJ-2024-010-08-07 Full Text: PDF

Earthquake response evaluation of cylindrical latticed roofs supported by BRBs: Comparison of responses based on Chinese codes and Japanese regulations

The present study investigates the effectiveness of design strategies that induce yielding in the substructure of a single-layer latticed roof. The roof has a span of 28.9 m and a half-open angle of 30°. It is supported by a ductile substructure consisting of buckling-restrained braces (BRBs), and the substructure is designed to initiate yielding under a base shear coefficient of 0.40. The responses are analyzed using artificial earthquake motions corresponding to Chinese and Japanese design acceleration response spectra. The responses demonstrated that the dynamic amplification within the roof is considerably suppressed in comparison with a roof supported by elastic substructures. The negligible variance in the roof responses to the Japanese and Chinese spectra is also illustrated, suggesting the potential for reciprocal applicability of research results.

Evaluating the impact of parametric pushover curve model uncertainties on seismic loss estimation for a specific building stock in Slovenia

Estimation of seismic loss at the community level is prone to uncertainty for various reasons. This paper addresses the introduced problem by performing a simple sensitivity study aimed at determining the most influential input parameters and models of the parametric pushover curve model on loss estimation of a building stock, provided that there is a low level of knowledge about the buildings. This sensitivity study was performed for a specific, critical building stock infrastructure in Slovenia by varying nine input parameters and the outcome of six models affecting the parametric pushover curves of the building stock. The expected annual loss and fatalities were used as the output parameters. Results showed that loss estimation was most sensitive to variation of the model for the determination of the fundamental period, followed by the models for the estimation of displacement at the near-collapse (NC) limit state, storey-drift uniformity coefficient, and the storey-drift angle at the NC limit state. However, loss estimation, particularly for the entire building stock, was less sensitive to models that influence the maximum base shear and related parameters. Nevertheless, the model of minimum base shear at the yield point for masonry buildings constructed after 1963 and the model of design base shear coefficient for reinforced concrete buildings built after 2007 should be defined more accurately than for other building categories. Given that these results are based on the parametric pushover curve model developed for Slovenia, they may not apply to all regions or different types of construction.

Effectiveness of a TRM solution for rammed earth under in-plane cyclic loads

To evaluate the effectiveness of a TRM-strengthening solution for rammed earth walls subjected to in-plane cyclic loads, an experimental program was conducted on a strengthened mock-up previously damaged. The experimental results are discussed in comparison with the previous unstrengthened model in terms of cracking pattern, damage identification, displacements, base shear coefficient, stiffness degradation, and energy dissipation; in addition, simplified equivalent linear and bi-linear systems are inferred to assess the performance. The outcomes highlighted the effectiveness of the TRM solution in improving the in-plane shear capacity, the ductility and the dissipated energy of the mock-up.

Application of Capacity Spectrum Method (CSM) for non-symmetrical reinforced concrete high-rise buildings as a tool for seismic design

The development of earthquake resistance design of structures in the last decade has been critically changing from strength and ductility to performance criteria, where the structure is decided for various levels of structural performance. To understand the structural performance because, at time, a large earthquake load on the structure will experience structural yielding, non-linear analysis with the capacity spectrum method will be performed. The relationship between roof displacement and base shear force is described by a curve that describes the structural capacity is a capacity curve. To determine the behavior of the structures under review for a given earthquake intensity, the capacity curve is then compared with the performance demand based on various earthquake intensities. The results of the case studies for reinforced concrete portals non-symmetrical 3D concluded that the convergence obtained at the point of the structure performance is and . The displacement results for the actual structure () were 286.71 mm and building base shear coefficient was 15.46 %.

Analysis of effect of vertical ground shaking in bridges isolated with spherical sliding bearings

AbstractStudies have shown that in structures isolated with spherical sliding bearings, the seismic base shear increases when the vertical component of ground shaking is explicitly considered, since the dynamic variation of bearing axial force is passed on to the base shear due to the friction mechanism. In this paper, the effect of vertical shaking is systematically investigated in multi‐span concrete box‐girder highway bridges isolated with triple pendulum bearings. Grounded in the theory of bearing mechanics, a simplified method to predict the amplification of base shear with vertical ground shaking intensity in such bridges is developed and evaluated. The simplified approach is potentially applicable for bridge design based on equivalent static analysis. At low to moderate vertical intensities, the simplified method can capture the observed variation in the base‐shear coefficient with isolation system parameters. The differences in base‐shear amplification for bridge superstructure parameter variations are insignificant, and thus the method is widely applicable. At high intensity vertical ground shaking, the base shear coefficient can be affected by an uplift and impact phenomenon. Thus, application of the simplified method should be limited to motions with peak vertical acceleration up to 1 g; simulation with 3D motions is recommended for intensities beyond 1 g.

Codified robust optimal design base shear of structures: Methodology and application to reinforced concrete buildings

This paper proposes a methodology for codifying the robust optimal design base shear of buildings that minimizes the lifecycle cost (LCC) and its uncertainty. This methodology, while preserving the current format of the base shear equation in seismic codes, calibrates its factors, i.e., the response modification factor, the site class factor, and the importance factor, by minimizing the expected LCC and its variance through a bilevel optimization. Hence, it results in a design that not only is optimal based on the expected cost theory, but also is robust, making large realizations of seismic losses significantly less likely. To showcase the application of the methodology, the optimal design base shear coefficient, optimal response modification factor, optimal site class factor, and optimal importance factor are determined for four- and eight-story buildings of different importance levels on various site classes at 5706 sites across 14 countries in Western Asia. The resulting design base shears are then compared to those obtained from ASCE 7–16 provisions, which are widely adopted by the codes of the considered region. The design base shears resulting from the proposed approach for ordinary buildings are on average twice those obtained through ASCE 7–16 provisions across various combinations of building heights and site classes for the considered region. As such, the proposed approach yields an average reduction of 18% and up to 56% in expected seismic losses while also reducing the expected LCC by 1.9% and 11.6% and its variance by 38% and 55% for different importance levels. The substantial reductions achieved by the proposed approach suggest that the likelihood of incurring high lifecycle costs and catastrophic losses is significantly reduced.

Deformability of single layer diamatic space frame Domes under non-symmetrical snow load and earthquake shaking

Earthquakes can significantly affect long-span structures such as Single Layer Diamatic Space Frame Domes, particularly; when exposed to non-symmetric snow loads. The structural system and structure geometry of this lightweight frame structure in combination with non-symmetrical loading conditions may lead to the instability of structural members. There are several relevant effective structural characteristics such as connecting joint systems, member specifications, support conditions and whole structure systematic configuration which can affect the deformability of a structure under earthquake loading. A numerical investigation has been conducted to investigate the earthquake effects on this structure under different loading conditions. Based on the conducted numerical investigation concerning structure deformability, the structure of the system and geometry had lesser influence than parameters such as the structure's natural period, base shear and behaviour coefficient. Six domes with different geometrical form types were considered in the modelling process. It seems that the stability of a dome with non-symmetrical snow loading is more critical while earthquake shaking takes place. The dynamic deformability of most of the dome types was higher when symmetrical snow load under different earthquake acceleration time histories was applied however for a few of the dome types the deformability was higher under non-symmetrical snow loading conditions.

Study on the sandstorm load of low-rise buildings via wind tunnel testing

In order to investigate the influence of sandstorms on the base shear of low-rise buildings, a wind tunnel was used to simulate the flow field of sandstorms. The results showed that the sand concentration profile decreased exponentially when the wind speed was low. As wind speed increased, the sand concentration decreased with height from 0 to 0.2 m and increased with height from 0.2 to 0.5 m. The ability of moving sand particles to weaken wind speed and enhance turbulence intensity was directly related to the sand concentration profile. For buildings in a sandstorm, with the increase in sand concentration, wind load decreased, while the impact load and ratio of sandstorm load to wind load increased. The mean base shear coefficient of buildings in the flow fields of an ordinary sandstorm, moderate sandstorm and strong sandstorm increased by 4–5%, 8–10% and 12–14% respectively as compared with wind without particles. The effect of moving sand particles on the fluctuating base shear of low-rise buildings depended on wind speed and sand concentration. When wind speed was below 10.34 m/s and sand concentration was below concentration 2, the sandstorm increased the fluctuating base shear coefficient of buildings, and the enhancement effect increased with concentration; once the sand concentration exceeded concentration 2, the enhancement effect was weakened. When wind speed exceeded 10.34 m/s, the sandstorm reduced the fluctuating base shear coefficient of buildings.

Comparative analysis and design of structure in accordance to Indian and American standards

Comparing and analyzing the seismic loads applied to Special Moment Resistant Frame (SMRF) structures is the study's main objective using Indian (IS: 456 and IS: 1893) and American Standard Codes (ASCE 7–10 and ACI 318). Additionally, both codes load factors and load combinations were examined. For this purpose, The SMRF building is analyzed according to both codes. In this study, an SMRF structure designed utilizing Indian (IS: 456–2000, IS: 1893–2016) and American main codes iscompared (ACI 318 2014 and ASCE 7–10 2014). This study compares seismic design regulations for reinforced concrete buildings in India (IS-1893–2016) and the United States (ASCE 7–10) based on the types of allowable analysis methods, zoning systems,fundamental vibration periods of the structures, important factors,response reduction factor, design response spectrum, and minimum design lateral forces. In order to analyze the seismic performance of building models, dynamic analysis was used to understand earthquake (EQ) considerations. Base shear coefficient (BSC), which displays EQ models, is used to compare seismic performance when the damping ratio is set at 0.05.

SIMPLIFIED ASSESSMENT OF EARTHQUAKE DAMAGE RATIO FOR LOW- AND MID-RISE BUILDINGS BASED ON ENERGY BALANCE CONSIDERING SOIL-STRUCTURE INTERACTION

In order to easily assess the damage caused by earthquakes in low- and mid-rise building complexes, this paper proposes a simplified method for assessing the damage ratio in real building complexes by combining a seismic evaluation method based on the energy balance and reliability theory. This method enables the effect of dissipation damping to be taken into account, and is effective for the evaluation of the largest foreshocks and aftershocks in addition to the main shock. A comparison of the damage ratio calculated using this method with the actual damage ratio from the 1995 Hyogo-ken Nanbu Earthquake showed that the two ratios generally matched with each other. In terms of applications, this method provides a standard for calculating the base shear coefficient of low-rise reinforced concrete buildings for continued use after an earthquake from the viewpoint of performance design.

Effects of Vertical Rib Arrangements on the Wind Pressure and Aerodynamic Force of a High-Rise Building

Façade appurtenances such as vertical ribs are increasingly used on high-rise buildings to enhance the architectural appearance. These attached ribs may modify the wind pressure acting on a building by changing the local flow pattern around the building. This study investigated the effect of the extensional depth of the vertical rib on the wind pressures of a high-rise building with a square cross-section. The wind pressure distribution on different surfaces, layer force coefficient, base shear coefficient, and base bending moment coefficient were analyzed under various rib extensional depths. Moreover, the measured layer force coefficients along the heights were compared with those provided by the current codes. This study’s results show that when the building is under normal approaching flow, the negative pressure area on the front surface increases with the rib extensional depth (b). This may be induced by the local recirculation at the outermost vertical ribs, which enhances the flow separation around the building. The negative wind pressures on the leeward surface show a slight increase with the increase in the rib extensional depth. Compared to the test results, the resultant layer force coefficients provided by EN 1991-1-4:2015 and GB 50009-2012 are conservative while those from the wind effect code of Hong Kong 2019 result in an underestimated evaluation. Increasing the extensional depth of the attached vertical rib may significantly reduce the positive layer wind pressure on the windward surface by 28% but increase the negative layer wind pressure on the leeward surface by 17%. The installation of vertical ribs with a small external depth (e.g., b is less than 2% of the building width) may exert limited effects on the overall base shear and bending moment, but the maximum base shear and bending moment will be reduced by 8.8% and 7.4%, respectively, when b increases to 4% of the building width.

Effectiveness of buckling restrained braces for upgrading earthquake resistant capacity of single layer grid dome

This study investigates the effectiveness of buckling restrained braces (BRBs) adopted for reducing dynamic responses of a grid dome to severe earthquakes. The diameter of the dome is 120 m of a circular plan. The dome is supported by a ductile substructure composed of BRBs, and the substructure is proportioned so as to initially yield under a base shear coefficient of approximately 0.30 and to bear a base shear coefficient of 0.40 against earthquake motions of the ultimate limit state. Artificial seismic accelerations based on a design spectrum specified in a Japanese code are applied in the present analysis. The intensity of the applied accelerations ranges from the serviceability limit level to the ultimate limit level. The results of responses have provided us with valuable information indicating that the ductile substructure of the dome absorbs seismic energy with a stable hysteresis loop, significantly decreasing the responses of the dome. The responses also show that the dynamic amplification within the dome is greatly suppressed in comparison with those in domes supported by elastic substructures. A formulation for the response reduction rate is proposed. The present paper clearly indicates the feasibility of constructing large reticulated domes of this type in regions prone to severe seismicity using such BRBs.

Performance of rammed earth subjected to in-plane cyclic displacement

Rammed earth structures are worldwide spread, both as architectural heritage and new constructions. Yet, rammed earth buildings present, in general, high seismic vulnerability. Despite the several studies conducted on the mechanical characterisation of rammed earth and on the numerical modelling of structural elements built with this material, further in-plane cyclic tests on rammed earth sub-assemblies are required to characterise their hysteretic behaviour. In this framework, an experimental program was conducted where cyclic in-plane tests were performed on a large-scale rammed earth wall. The geometry of the wall was defined to represent a sub-assembly commonly found in rammed earth dwellings from Alentejo (Southern Portugal). The wall was subjected to cyclic shear displacements with increasing amplitude, imposed in both positive and negative directions. To detect the dynamic properties of the wall and to assess the development of the structural damage, dynamic identification tests were conducted along the experimental programme. The results are analysed in terms of crack pattern, dynamic properties, displacement capacity, base shear performance and stiffness degradation. Further discussion is led on the dissipated energy, while a bi-linear and linear equivalent systems are proposed as simplified modelling approach. In conclusion, degradation of structural capacity was observed due to cyclic loads, while adequate energy dissipation and base shear coefficient were obtained.

Cloud Capacity Spectrum Method: Accounting for record-to-record variability in fragility analysis using nonlinear static procedures

This paper investigates a number of computational issues related to the use of nonlinear static procedures in fragility analysis of structures. Such approaches can be used to complement nonlinear dynamic procedures, reducing the computational and modelling effort. Specifically, this study assesses the performance of the Capacity Spectrum Method (CSM) with real (i.e. recorded) ground motions (as opposed to code-based conventional spectra) to explicitly account for record-to-record variability in fragility analysis. The study focuses on single-degree-of-freedom systems, providing a basis for future multi-degree-of-freedom system applications. A case-study database of 2160 inelastic oscillators is defined through parametric backbones with different elastic periods, (yield) base shear coefficients, values of the ductility capacity, hardening ratios, residual strength values and hysteresis rules. These case studies are analysed using 100 real ground motions. An efficient algorithm to perform the CSM with real spectra is proposed, combined with a cloud-based approach (Cloud-CSM) to derive fragility relationships. Simple criteria to solve the issue of multiple CSM solutions (i.e. two or more points on the backbone satisfying the CSM procedure) are proposed and tested. It is demonstrated that the performance point selection can be carried out based on a particularly efficient intensity measure detected via optimal intensity measure analysis. The effectiveness of the proposed Cloud-CSM in fragility analysis is discussed through extensive comparisons with nonlinear time-history analyses, the code-based N2 method, and a simple method involving an intensity measure as a direct proxy for the performance displacement. The Cloud-CSM provides errors lower than ±20% in predicting the median of the fragility curves in most of the analysed cases and outperforms the other considered methodologies in calculating the fragility dispersion.

BASE SHEAR COEFFICIENT OF MEDIUM AND LOW-RISE STEEL STRUCTURE BASED ON ENERGY BALANCE FOR CONTINUOUS USE AFTER EARTHQUAKE

In recent years, regarding buildings that serve as bases for disaster relief work and as living spaces, the social desire is for continued use of and less repair work for such buildings after earthquakes. To meet that kind of wish, post-quake building damage must be kept to the slightest minimum. With the aim of continues use of buildings after earthquakes, this report deals with medium and low-rise steel structure buildings, giving consideration to practical guidelines for base shear coefficients in order to minimize building damage to the slightest possible after foreshocks, main shocks and aftershocks. The first priority was to theoretically speculate based on energy balance to derive a calculation formula for cumulative plastic deformation ratio corresponding to level of damage, the speed conversion value equivalent to total energy input and the natural period parameterized base shear coefficient (α1). Also, the application of this calculation formula to foreshocks, main shocks and aftershocks was made possible by introducing a cumulative energy spectrum. The derivation processes for the above are explained in Chapters 2 and 3. Next, from analysis results of α1 applied to seismic waves widely used in actual design, consideration was given to base shear coefficients that meet the current seismic code together with guidelines for base shear coefficients that would make it possible for continued use of buildings after earthquakes. By setting base shear coefficient guidelines in which a building’s Ds value is 0.4 or more with the 1st natural period at less than 1s, or where the Ds value is 0.25 or more with a natural period of 1s to 2s, the degree of damage is less than moderate even for earthquakes that very rarely occur, which fulfills the required performance in the seismic code. If a design is oriented to continuous use of the building after foreshocks, main shocks and aftershocks, then the pragmatic assessment would be to aim for a natural period of 1s or more and a base shear coefficient of 0.45 or greater as the Ds value. These analytical considerations are explained in Chapter 4. Finally, Chapter 5 explores the observation waves for the Pacific Coast of Tohoku Earthquake (2011) and Kumamoto Earthquake (2016), considering base shear coefficients that will make continued use of buildings possible after earthquakes. Regarding a building with first natural period of less than 1s, a short period region (greatly exceeding the energy input of an earthquake that very rarely occurs [a wave arrival count of 2]) existed in the energy input of observation waves of accumulated foreshocks, main shocks and aftershocks. Thus, this research confirmed that a natural period of 1s or more and a Ds value of 0.45 or more as the base shear coefficient will, generally speaking, minimize damage to less than slight for the abovementioned accumulated observations waves.

Shake table testing of confined adobe masonry structures

Buildings made using the locally available clay materials are amongst the least expensive forms of construction in many developing countries, and therefore, widely popular in remote areas. It is despite the fact that these low-strength masonry structures are vulnerable to seismic forces. Since transporting imported materials like cement and steel in areas inaccessible by motorable roads is challenging and financially unviable. This paper presents, and experimentally investigates, adobe masonry structures that utilize the abundantly available local clay materials with moderate use of imported materials like cement, aggregates, and steel. Shake-table tests were performed on two 1:3 reduce-scaled adobe masonry models for experimental seismic testing and verification. The model AM1 was confined with vertical lightly reinforced concrete columns provided at all corners and reinforced concrete horizontal bands (i.e., tie beams) provided at sill, lintel, and eave levels. The model AM2 was confined only with the horizontal bands provided at sill, lintel, and eave levels. The models were subjected to sinusoidal base motions for studying the damage evolution and response of the model under dynamic lateral loading. The lateral force-deformation capacity curves for both models were developed and bi-linearized to compute the seismic response parameters: stiffness, strength, ductility, and response modification factor R. Seismic performance levels, story-drift, base shear coefficient, and the expected structural damages, were defined for both the models. Seismic performance assessment of the selected models was carried out using the lateral seismic force procedure to evaluate their safety in different seismic zones. The use of vertical columns in AM1 has shown a considerable increase in the lateral strength of the model in comparison to AM2. Although an R factor equal to 2.0 is recommended for both the models, AM1 has exhibited better seismic performance in all seismic zones due to its relatively high lateral strength in comparison to AM2.

Force-based seismic design of steel haunch retrofit for RC frames

The paper presents a simplified force-based seismic design procedure for the preliminary design of steel haunch retrofitting for the seismic upgrade of deficient RC frames. The procedure involved constructing a site-specific seismic design spectrum for the site, which is transformed into seismic base shear coefficient demand, using an applicable response modification factor, that defines base shear force for seismic analysis of the structure. Recent experimental campaign; involving shake table testing of ten (10), and quasi-static cyclic testing of two (02), 1:3 reduced scale RC frame models, carried out for the seismic performance assessment of both deficient and retrofitted structures has provided the basis to calculate retrofit-specific response modification factor Rretrofitted. The haunch retrofitting technique enhanced the structural stiffness, strength, and ductility, hence, increased the structural response modification factor, which is mainly dependent on the applied retrofit scheme. An additional retrofit effectiveness factor (ΩR) is proposed for the deficient structure's response modification factor Rdeficient, representing the retrofit effectiveness (ΩR=Rretrofitted /Rdeficient), to calculate components' moment and shear demands for the retrofitted structure. The experimental campaign revealed that regardless of the deficient structures' characteristics, the ΩR factor remains fairly the unchanged, which is encouraging to generalize the design procedure. Haunch configuration is finalized that avoid brittle hinging of beam-column joints and ensure ductile beam yielding. Example case study for the seismic retrofit designs of RC frames are presented, which were validated through equivalent lateral load analysis using elastic model and response history analysis of finite-element based inelastic model, showing reasonable performance of the proposed design procedure. The proposed design has the advantage to provide a seismic zone-specific design solution, and also, to suggest if any additional measure is required to enhance the strength/deformability of beams and columns.

Seismic Performance Evaluation of Two-story Dhajji-dewari Traditional Structure

ABSTRACT Experimental and numerical studies performed on traditional timber-frame masonry buildings have confirmed excellent deformability of timber structure; however, observations from dynamic shake table tests and earthquakes have revealed the potential hazard of stone falls poses a risk for occupants to get injured. This research presents a seismic performance evaluation study carried out on a traditional two-story Dhajji-Dewari structure having reduced diagonal braces for economizing construction. Moreover, one in-plane wall and one out-of-plane wall were retrofitted with typical steel wire mesh to control dislodging and fall of infill stones. Shake table tests were performed on a representative 1:3 reduced scale test model. The testing was performed using natural acceleration time history with multi-level excitations. The structure damage mechanism was observed with increasing intensity of base motion. The fundamental dynamic properties like frequency, damping, and acceleration amplification factors were obtained. The structure lateral force-deformation capacity curve was derived and bi-linearized to compute the structure ductility, overstrength, response modification factors (approximated to 3.0), and to develop structural global performance levels (i.e. roof drift limits, the corresponding base shear coefficients, and the wall damage states). A simplified procedure was also presented for the global seismic performance assessment of the Dhajji-Dewari structure in various seismic zones. The overall behavior of the model was observed to be good; however, the Immediate Occupancy and Life Safety limit states were primarily governed by the falling of infill rubbles from walls without steel wire mesh. The proposed steel wire mesh negligibly contributes to the lateral stiffness and strength of the structure and primarily prevented the dislodging and fall of stones. The proposed response modification factor can be used for the seismic analysis of structures using an elastic model to compute design forces for timber members and connection fasteners.

Numerical modeling of confined brick masonry structures with parametric analysis and energy absorption calculation

The objective of this paper is to propose a new modeling methodology for numerical analysis of full-scale confined brick masonry structures. Two modeling strategies are used within a single structure, where the in-plane walls are modeled using “simplified micro-modeling” approach and out-of-plane walls are modeled using “macro-modeling” approach. The lateral load capacity is associated with the in-plane shear resistance of masonry elements, therefore more detailed analysis is required for in-plane walls to achieve a comprehensive understanding of the damage mechanism and load transfer. The investigation of the in-plane shear behavior of confined brick masonry structures is of significant importance. Additionally, the proposed hybrid model is validated by comparing the results of experimental studies of confined brick masonry structure. A parametric study is then conducted to investigate the effect of brick and mortar properties on the structural response metrics (e.g. base shear coefficient, effective stiffness, response modification factor, the three performance levels (i.e. Immediate Occupancy, Life Safety and Collapse Prevention limits) and the energy absorption properties). It is observed that these structural response metrics, changed considerably by varying the material properties. Apart from that, the damage behavior and damage pattern are also assessed for the better understanding of effect of these parameters on the response of the structure. The proposed hybrid-modeling approach gives sufficient accuracy in predicting the lateral load behavior as well as the damage mechanism of confined brick masonry structure, subjected to lateral loading.