High Seismic Zones Research Articles

SOUND INSULATION PARADOX OF MASSIVE CAVITY WALLS IN BUILDINGS

In literature, the "box-in-box" system is described as a solution for achieving the highest possible sound insulation in a room. The system involves double walls separating a room from the surroundings in all directions, without any lateral pass for sound. This approach doubles the number of discontinuities in the material through which sound energy travels, thus providing higher sound insulation. Based on such an idea, some dwelling houses were designed with massive cavity walls between apartments with the expectation of better sound insulation. The concept was further motivated by the need to achieve adequate thermal insulation between apartments using insulation material in the cavity. However, in buildings where this was implemented, residents complained about inadequate sound insulation. Measurements showed that the sound reduction index of the double brick wall was lower than expected, even less than that of a wall where the two thinner layers were combined into a single thicker brick wall without an internal cavity. This was surprising, leading to research aimed at finding an explanation. It was concluded that in buildings there is the influence of sound paths through the wall’s lateral junctions, which is more pronounced with two thinner layers. With a cavity wall, the transmission of sound energy through lateral junctions and further by flanking transmission is more pronounced than with a single wall of the same surface mass. Additionally, the high seismic zone in Serbia requires certain adjustments in construction, invisible in architectural drawings, that further diminish the effect of the increased number of discontinuities in the wall. All of this makes the massive cavity wall in the building, contrary to expectations, less effective than a single wall made of the same quantity of material, making it acoustically and financially unreasonable. Research also revealed that material in the cavity has no influence on the sound reduction index value of the wall.

Experimental study and numerical simulation of precast segmental bridge columns with different design details for high seismic zones

In this study, five 1/3-scale bridge column specimens are experimentally and numerically investigated, which includes one cast-in-place (CIP) reference and four precast segmental columns with different design details. The four precast segmental bridge columns are of the same design details in terms of dimension and mild reinforcement, while different number of segments, various full-length connection rebar grades, presence of prestressing force, and two types of shear keys are compared. Seismic performance of the five specimens is compared under the same quasi-static cyclic loading protocol. Based on the experimental results, the precast segmental specimen solely using mild reinforcement exhibits similar seismic performance to the CIP reference, while segmentation slightly reduces post-yield stiffness and dissipated energy but increases the self-centering capability. Implementation of prestressing force significantly improves the self-centering capability of the columns, and higher grades of steel also increase the overall strength of the columns. Less number of segments in the column will lead to better structural integrity with smaller joint opening widths and higher energy dissipation capacity. A new finite element model is also proposed, and maximum deviation from test results is less than 2% in terms of stiffness and peak strength. This demonstrates that the Parallel material for rebar modeling and ZeroLength element for joint interface (including bond–slip behavior of rebar) simulation are both effective.

Seismic performance of modular steel structure with X-shaped rubber bearings: Shaking table tests

To facilitate the promotion of modular steel structures (MSSs) in residential and industrial buildings, X-shaped rubber bearings (XRBs) with enhanced ultimate deformation properties are applied in high seismic fortification zone. Currently, there is a lack of seismic performance evaluation for MSS equipped with XRB. Thus, an assessment of the probability of seismic damage of isolated structures has been carried out based on experimental results. Subsequently, the design and construction of a typical modular seismically isolated steel structure (MSISS) have been carried out. Based on shaking table tests, the displacement, acceleration, and strain responses of the full-scale test model under seismic excitation have been measured, and the seismic simulation analysis of the numerical model is performed. Compared with ordinary laminated rubber bearings, XRB shows high ultimate deformation capacity and excellent compressive and shear stability. The results of the study show that the use of XRBs is effective in reducing the risk of seismic failure of the MSISS model compared to the use of cylindrical rubber bearings (CRBs).

Liquefaction potential analysis using simplified procedure (Case study: Stadium construction project in North Sumatra, Indonesia)

Abstract Indonesia’s Seismic Design Standards determine that soils in high-seismicity areas with layers of loose sandy soil and a shallow groundwater level require the calculation of liquefaction potential. According to the Indonesian Liquefaction Vulnerability Zone, North Sumatra is categorized as a liquefaction area. Based on these requirements, this research investigates the liquefaction potential of the Stadium Construction Project in North Sumatra. The study area consists mostly of sand with shallow groundwater levels and high seismic zones associated with the Renun-A fault. Soil investigation data, such as Standard Penetration Test, SPT and groundwater level served as the main data for liquefaction potential analyses. The calculation was done using the SPT-based liquefaction triggering analysis by Idriss and Boulanger method for 3 boreholes with a depth of 40 m. This method considered factors such as the Cyclic Stress Ratio and Cyclic Resistance Ratio to determine the safety factor against liquefaction. Peak ground acceleration was obtained from probabilistic seismic hazard analysis, PSHA and deterministic seismic hazard analysis, DSHA. The PSHA is based on the Indonesian earthquake hazard map from the National Earthquake Study Centre of Indonesia with a probability exceeding 2% in 50 years. The DSHA is calculated based on earthquake sources around the research location according to the Seismic Hazard Deaggregation Map of Indonesia. Based on this analysis, the PGA used is 0.303 g. It is concluded that the presence of liquefaction layers was identified at depths ranging from 4 to 17 meters for three bore-hole locations.

A case study on the potential benefits of using expanded polystyrene geofoam to mitigate seismic impact on structures

Expanded Polystyrene (EPS) geofoam has been utilized in construction in a wide range of countries for years. EPS serves as a compressible buffer between the soil and the structure itself. It absorbs a significant percentage of the static and dynamic stresses induced by earthquake-loaded soil. Because Bangladesh is prone to earthquakes and Chittagong is a high seismic risk zone, the use of EPS in buildings could be a great solution for decreasing seismic damage. In this study, the impact of implementing EPS as a compressible buffer around the substructure on Chittagong soil against seismic load was investigated using Plaxis3D software to generate a finite element model. The study compared two scenarios, one with and one without EPS 15 put around the structure's basement, to examine the impact of an earthquake on a five-story building. The wave oscillation graphs that were generated were used to build the energy (J) vs time (s) graphs to compare the findings. The results reveal that applying EPS 15 allows for better energy dissipation over time than without it, indicating that EPS has the potential to decrease seismic damage to a structure.

Seismic stability of the famous telemly bridge-building located in Algiers

This work focuses on the static and dynamic stability of the historical irregularly shaped bridge-building located in a rocky valley at Telemly, Algiers. This work focuses on the static and dynamic stability of the famous building-bridge located in Telemely district, Algiers. The Telemly building-bridge is a structure that combines the functions of a residential building and a road/pedestrian bridge. It is located in the Telemly district of Alger-Centre, Algeria. This building-bridge of Telemely is one of two kinds in the world. This structure is composed of eight floors used for residential habitation, and the last slab supports a roadway and serves for automobile traffic. The stability study is performed simultaneously based on the Algerian seismic code for buildings RPA99 Version 2003 and the Algerian seismic code for bridges RPOA. This structure is located in a high seismic zone according to Algerian seismic codes. A three-dimensional finite elements model of this famous structure is realized using a finite elements code. Static and dynamic analyses were conducted using this finite elements model under static loads, seismic excitations and moving loads on the last floor. The responses of the different components of Telemly building-bridge were calculated and illustrated. The results of this study, represented in terms of internal efforts and displacements, demonstrate that the structure of Telemly building-bridge presents good performances under moving loads and seismic excitations.

Effect of Vertical Aspect Ratio on Mass, Stiffness and Vertical Geometric Irregular Structures

Occurrence of earthquake will highly damage the structures which are not modelled and designed to resist such loads it may cause sometimes the collapse of structures leads to loss of human lives. The size of the building and slenderness ratio are the important factors for the efficient structural design. The aspect ratio of buildings is considerably effects under seismic loads. It is important to know the influence of aspect ratio on the irregular structures in high seismic zone areas. The research has been performed on the 15 storey building frames of five cases with mass, stiffness and vertical geometric irregularities. Each case comprises of four models having various vertical aspect ratios. The purpose of this study is to investigate the influence of vertical aspect ratio on mass, stiffness and vertical geometric irregular structures and how the structure will vary under seismic loads. The irregularities are incorporated in to the buildings by increasing the loads and column height in particular storeys and by eliminating the columns and beam sections compared to adjacent storeys. Linear dynamic analysis is performed. It is observed that with the decrease of vertical aspect ratio the structural response will increases the response of storey displacement, base shear, storey drift and over turning moment in the cases of mass and stiffness irregular structures. In the case of vertical geometric irregular structures with the decrease of vertical aspect ratio the storey displacement and storey drift values decrease for all the models, the base shear, overturning moment and stiffness increases with the decrease of vertical aspect ratio. Key words: Mass irregularity, Stiffness irregularity, Vertical geometric irregularity, Vertical aspect ratio, Linear dynamic analysis.

Vibration-based monitoring of a cross-laminated timber building in a high seismicity zone

Vibration-based monitoring of a cross-laminated timber building in a high seismicity zone

Experimental and numerical investigation of the seismic behavior of reinforced concrete frames with restricted ductility

In recent decades, the concept of special ductility has been commonly used to design reinforced concrete frames to resist strong earthquakes. There are numerous situations where strong earthquakes impose restricted ductility demands, e.g., structures governed by gravity loads or wind loads rather than seismic loads, and frames with geometric properties such that the dimensions prevent formation of plastic hinges at the ends of beams. To evaluate performance of such structures, this study has been conducted and emphasis is placed on intermediate reinforced concrete frames with code-conforming details. Shake table tests are conducted on a 3-story intermediate frame under a sequence of 9 incremental excitation records varying from 0.10 g to 0.60 g, representing minor to severe ground motions. A relatively satisfactory performance is observed: the maximum interstory drift ratio does not exceed 1.57 %, cracks are not localized at the ends of members but distributed along the spans of both beams and columns, and joints remain almost uncracked. To examine the effects of different parameters, a numerical model is developed and verified against the test results. Three essential parameters are considered: seismic event profile, span-to-depth ratio of the beam, and joint aspect ratio. The results show that the effects of different factors may be ranked from highest to lowest as follows: seismic event profile, aspect ratio of the beam-column joint, and span-to-depth ratio of the beam. The numerical analyses show that the frame will not exceed life safety limit under far field excitations and for joint aspect ratios larger than 0.9, but it may reach the threshold of collapse prevention limit under near fault earthquakes. Overall, the study sheds some light on seismic response of RC frames with restricted ductility and provides some indications of their feasibility as well as their limits in high seismic zones.

Experimental response of thin RC walls seismically strengthened with steel plates

In some Latin American countries, and especially in Colombia, the industrialized system of thin and slender walls has been chosen for the construction of residential buildings, thus reducing costs and increasing efficiency of construction processes. However, these walls differ considerably from traditional concrete wall system due to their reduced thickness, reinforcement detailing, and use of nonductile electro-welded reinforcement, which increases their seismic vulnerability, especially in tall buildings and in high seismic hazard zones. Strengthening proposals for walls with these specific characteristics of the industrialized system are scarce; therefore, it is necessary to evaluate alternatives that allow for improving their seismic performance. This article presents the experimental response of a thin wall that was brought to failure and subsequently repaired and strengthened with externally bonded steel plates to evaluate the effectiveness of the repair process and the strengthening. Additionally, the results of two thin walls externally strengthened with steel plates and bolts are presented, and their response is compared with that of the original walls. All the specimens were subjected to the same type of test under cyclical lateral load and constant axial load until failure. The behavior observed in the rehabilitated wall showed that it is possible to restore the stiffness of a wall that has previously been brought to a severe level of damage and increase its displacement capacity with the strengthening. In strengthened walls without previous damage, the displacement capacity was increased between 25 % and 43 %, reaching a roof drift of up to 2.0 % without a significant increase in resistance. A noticeable increase was obtained in the amount of dissipated energy (greater than 80 %), and the rupture of web reinforcement and buckling of longitudinal reinforcement of the boundaries were delayed for average drifts of 43 % and 32 % higher than in the original walls, respectively.

Can we develop a more targeted approach to mitigating seismic risk?

The recent high death tolls caused by large earthquakes are a further indication that earthquakes remain one of the most destructive natural hazards in the world and can seriously threaten the achievement of disaster reduction goals. To effectively reduce the existing seismic risk, the limited available mitigation resources should be allocated to areas with the most severe potential risk. However, identifying localized concentrations of risk requires detailed studies. Here, we propose a strategy to delineate regional high seismic risk zone at a fine resolution and with high confidence. We demonstrate this strategy by using the seismic hazard and loss estimation results for earthquake scenarios with a magnitude of Mw 7.5 for the Jiaocheng fault of the Shanxi Rift System, China. Our analyses reveal that the delineated zone accounts for only ~7% of the regional land area but for ~85% of the total financial loss. We recommend prioritizing seismic risk mitigation measures in such high-risk zones, especially for densely populated cities in seismically active areas, to better meet the disaster risk reduction targets in the Sendai Framework.

Assessment of structural performance, materials efficiency, and environmental impact of multi-story hybrid timber structures in high seismic zone

Advancements in wooden manufacture and the inherent sustainable merits of timber have stimulated studies on high-rise wooden structures and their structural performances. Considering the height restrictions of timber structures in Taiwan, two types of hybrid structure systems, reinforced concrete (RC) structure mixed with timber components, were proposed as substitution solutions to explore their feasibility and environmental impact in high seismic zones. A fifteen-story RC structure was adopted as the benchmark building, and building weight, material substitution efficiency, and embodied carbon were thus compared with the proposed hybrid timber structures after determining wind and seismic impacts. The results showed that structure system Type 1, which replaced original RC slabs and RC walls with timber, weighs only 61.3 % of the RC structure, reducing seismic forces by 38.7 % and base shear by 30.6 %, while inter-story drift ratio was smaller than that of RC structure; meanwhile, Type 2, which maintained the original RC service core and replaced timber structure for rest of the area, was only 44.5 % of the structural weight of RC structure, with a reduction of 36.4 % in seismic forces and 21.1 % in base shear. Furthermore, Type 1 featured reduced embodied carbon of 34.8 % and 35.4 % respectively using imported and domestically produced timber, while Type 2 features reductions of 47.4 % and 49.3 % respectively. The study indicated that the RC-timber hybrid structure system not only has significant structural performance in the face of the challenges of high seismic zones but also offers new solutions in terms of environmental sustainability.

Integrated rehabilitation of reinforced concrete buildings: Combining seismic retrofit by means of low-damage exoskeleton and energy refurbishment using multi-functional prefabricated facade

The European building stock was mostly built before the mid-20th century and is characterized by buildings with high energy demand and high seismic vulnerability. Integrated upgrading interventions are therefore urgently needed for moving towards a more resilient community. In this study, rehabilitation interventions are proposed for reinforced concrete buildings to improve their energy efficiency as well as their structural/seismic performance. An integrated refurbishment aiming at structural, architectural, and energy upgrading is targeted. Energy retrofitting with multifunctional wood-based prefabricated modular facades has been evaluated, as capable of reducing heat consumption by an average of 84 % in different climate zones. More specifically, an exoskeleton system consisting of Prestressed Laminated timber (Pres-Lam) technology is considered, which will act as a structural support-skeleton system for a high-performance “double-skin” solution composed of prefabricated panels. This solution can reduce the seismic risk class in high seismic zones. The seismic-energetic integrated intervention is developed for a representative case study building and evaluated with reference to different climates and seismic zones. Furthermore, a preliminary cost-benefit analysis of the integrated solution has been performed, showing higher benefits when compared to the sole energy retrofit. Specifically, considering the seismic retrofit interventions, the cost analysis pointed out that moving up to higher-use classes results in higher performance and costs. Nevertheless, approximately comparable breakeven times have been obtained in the same seismic region by achieving higher targets. The proposed integrated solution is a promising alternative to demolition and reconstruction, providing a deep energy renovation and structural retrofit, avoiding inevitable waste production, additional energy consumption, and C02 emissions; and allowing for a sustainable renovation of the existing building stock.

Ultimate in-plane shear capacity of 3-panel frameless cold-form steel corrugated walls under axial compression

The Frameless building system, developed by BEHLEN Industries LP, is a structural system that incorporates Cold Form Steel Corrugated Wall (CFSCW) components. These include walls, ceilings, and roofs formed by Frameless panels, along with footings, boundary columns, and an optional convex truss. The system employs simple bolt connections, enabling rapid construction without the need for heavy machinery. It is particularly cost-effective and is often utilized in regions with low seismic activity. In high seismic zones, the structural performance of The Frameless building system under combined compression and lateral loads has not been systematically examined. In this study, four full-scale 3-panel Frameless CFSCWs, were tested under combined axial and shear loads. A generic finite element model was proposed to simulate the force-deformation responses and deformed shapes of the 3-panel Frameless CFSCWs. The numerical simulation results were verified using the experimental results. The verified numerical model was then used in parameter study to examine the ultimate shear capacity of 3-panel Frameless CFSCW of different wall thickness, with the presence of axial compression. The results of the study revealed the ultimate shear capacity of 3-panel Frameless CFSCW is linearly correlated with gauge thickness of the wall panel.

Estimation of site-specific amplification function from quarter-wavelength velocity profile and its application to obtain local amplification maps

Quarter-wavelength (QWL) velocity refers to the S-wave velocity at a depth equal to one-fourth of the wavelength of the seismic waves. It provides valuable information about the characteristics of the subsurface material properties affecting seismic waves propagation. The Swiss Seismological Service (SED) network, with over 200 stations across different lithologies, offers a rich dataset to implement correlation between site properties and site amplification factors. The current study is based on a subset of 113 selected SED seismic stations for which shear-wave velocity (Vs) profiles from geophysical measurements are available. We first meticulously analyzed and adjusted them to accurately determine the bedrock depth of the sites they are located on. Using empirical spectral modelling (ESM), we computed amplification functions from recorded earthquakes, referenced to the Swiss standard rock profile with a VS30 of 1100 m/s. Then we performed a bivariate analysis between empirical amplification functions, QWL velocity and QWL velocity contrast. The resulting coefficients are used to predict elastic amplification at frequencies between 0.5 and 10 Hz, with predictions generally being within 20–28% of observed values. We also developed an empirical equation relating VS30 (time-averaged Vs to 30 m depth) and κ0 (high-frequency attenuation parameter), to incorporate the anelastic term in the amplification. Applying our method to a 3D geophysical model of Visp, a high seismic hazard zone in Switzerland, we found it effective in predicting 1D site amplification, but noted caution in areas susceptible of 2D/3D resonance effects. A calibration function based on observed vs. predicted amplification and the frequencies of estimation normalized by the expected 2D resonance frequency improved predictions for Visp. Our study demonstrates that QWL velocity profiles offer a straightforward approach for characterizing site effects, which can be used in seismic hazard assessment to evaluate the potential amplification of ground motions.

Seismic Capacity of Reinforced Concrete Eccentric Braced Frame (EBF) With Vertical Link Using 20% GGBFS

EBF-V bracing is highly attractive due to its good seismic performance in high seismic zones. Vertical link beams as a component are capable of high elastic displacement and ductility to absorb lateral forces through shear-bending collapse mechanisms. However, the lateral load capacity of the bracing has to be sacrificed as it tends to decrease. The present study focuses on the capacity and lateral behavior of reinforced concrete eccentrically braced frame (EBF) with vertical link beam and tighter reinforcement spacing in the link beam in combination with GGBFS. GGBFS at 20% can improve the mechanical properties by reducing the pore number of the concrete due to the smaller particle size of OPC.This study uses CBF-V as a control to investigate the seismic behavior of tightly spaced transverse reinforcement (75 mm) in EBFs’s vertical link beam with eccentricities of 15 cm and 25 cm. In addition, the role of GGBFS was also observed through the displacement and ductility of the frame. As a result, the CBF has the highest plasticity. However, the tight reinforcement spacing of the vertical link beam in the EBF-V-15 results in the highest restraint, resulting in excellent stiffness and ductility through earthquake absorption with a shear collapse mechanism. In addition, GGBFS also plays a role in improving the collapse mechanism, which is characterized by large elastic displacement and high ductility.

Effect of in-plane damage on the out-of-plane strength of masonry walls with openings

Past earthquakes have shown that masonry walls are vulnerable to fail near the openings. Openings such as doors and windows are an essential part of the structure. The presence of an opening reduces the strength and stiffness of the masonry structures. It also affects the load-resistant mechanism of the masonry walls. The walls are subjected to simultaneous in-plane and out-of-plane forces during seismic events. Therefore, the analysis of the masonry walls either in in-plane or out-of-plane direction may not give a proper picture of the global behavior of the masonry structures. The masonry walls deform primarily in the in-plane direction if the walls are properly tied with each other, and the structure is constructed by following codal provisions. Under this situation, it is necessary to investigate the effect of in-plane damage on the out-of-plane strength of the masonry walls. Few researchers have studied the behavior of solid unreinforced masonry walls under combined loading. However, limited work can be found for masonry walls with openings. Therefore, the present study focuses on the effect of different types of opening layouts on the combined in-plane and out-of-plane behavior of masonry walls incorporating varying pre-compression. Further, in masonry buildings, walls are interconnected, making the masonry walls of various shapes. In this study, masonry walls of rectangular and I shapes have been considered to examine the effect of cross-walls under combined loading. Interaction curves have been developed for the walls subjected to the in-plane loading followed by an out-of-plane pressure. Based on the results, the maximum opening percentage in the masonry walls has been suggested, which is desirable in the case of masonry buildings constructed in high seismic zones.

Performance-based seismic design of sliding gusset plate braced frames incorporating thermodynamic models

A sliding gusset plate braced frame (SGBF) is proposed to enhance the seismic resilience of steel concentrically braced frames (CBFs). The symmetric friction connection (SFC) is used at the brace-to-gusset plate connection to create a sliding gusset plate brace. The sliding gusset plate brace offers high initial stiffness to withstand wind and service level earthquake loads. It also absorbs energy through friction beyond service level earthquakes, which mitigates performance degradation caused by brace buckling. Besides, replaceable links are added to the beam ends where plastic hinges are anticipated to form, creating a dual system that allows for damage control and rapid repair. The paper first presents the design concepts and performance objectives of SGBFs. Subsequently, a thermodynamic model is established to reveal the energy–temperature–coefficient of friction (CoF) (E-T-μ) relationship based on quasi-static tests of SFCs. The model partially tackles and addresses the challenge of temperature-dependent variations in CoF during sliding. By incorporating the model into performance-based seismic design, the overstrength ratio of SFC due to temperature-induced hardening can be quantified, according to the energy absorption demand of a specific SGBF during an earthquake. In this manner, unexpected damage and failure of members adjacent to the SFC and sliding gusset plate braces can be avoided. To demonstrate the application of the thermodynamic model and verify the seismic performance of SGBF, a prototype is designed based on a practical four-story hospital and validated through an excessive array of nonlinear dynamic analyses. The results show that the proposed SGBF can achieve the targeted performance objectives under different seismic shaking intensities. In addition, the SGBF has a sufficient margin of safety against collapse. Hence, the proposed SGBF can be used as an efficient and resilient structural system in high seismic zones.

Prediction of local site influence on seismic vulnerability using machine learning: A study of the 6 February 2023 Türkiye earthquakes

This study uses machine learning to analyze local seismic features' influence on damage from the 6 February 2023 Türkiye Earthquakes.The input features include Vs30 (the average shear wave velocity to a depth of 30 m), f0 (the predominant frequency of the site), A0 (HVSR ratio for the site), and EBd (engineering bedrock depth), along with the target feature of damage status for 44 locations. Machine learning involves Random Forest (RF), K-nearest Neighbor (KNN), Logistic Regression (LR), Decision Trees (DT), Support Vector Machines (SVM), Stochastic Gradient Descent (SGD), and Multilayer Perceptron (MP) algorithms. Also, five-fold cross-validation is employed to acquire suitable hyperparameters, enhancing its efficacy in modeling small sample sets. RF emerged as the most effective in whole performance metrics, presenting recall scores for damage and no damage conditions respectively by a 94% and 92% ratio and achieving a damage status prediction accuracy of 93%. All remaining algorithms also exhibited remarkable performance, reaching a minimum accuracy of 89% by DT, and recall score for no damage condition with 80% by MP and damage condition with 88% by SVM and SGD. The outcomes definitively designate EBd as the most crucial parameter, attributing 52% importance to its role in building damage occurrence within the study area. In contrast, significance values were determined as 24%, 18%, and 6% for f0, Vs30 and A0 respectively. These findings underscore the importance of demonstrating that initial damage estimation in high seismic hazard zones can be effectively carried out using machine learning approaches through seismic-based local site parameters.

A Comparison Analysis of Buildings as per Norwegian and Ethiopia ES-EN1998-1 Seismic Code

An earthquake is one of the most significant and shocking natural disasters ever documented anywhere on the planet. Throughout history, it has claimed millions of lives and wreaked devastation on infrastructure. Because earthquake forces are spontaneous and unpredictable, engineering methods must be honed to investigate buildings under the impact of these forces. The dynamic and static computations of four RC multistory structure prototypes with various elevations in a high seismic zone are compared in this paper. The project under review is modeled as a 3, 6, 12, and 18-story establishment, and it is analyzed employing ETABS vs. 2019. The Equivalent Lateral Force (ELF) Procedure is used for static experimentation, while the Response Spectrum (RS) Procedure is employed for dynamic investigation. Both calculations are performed as per the EUROCODE 8-2004 recommendation. The ELF seismic load practice utilized was for the country of Norway, which has similar parameters to the ES-EN 8-15 seismic regulation Type I target RS, with ag/g = 0.1, spectrum type = I, soil factor S = 1.3 ground type, spectrum period (Tb, Tc, and Td) 0.1 s, 0.25 s, and 1.5 s. For the RS investigation, the parameters employed are as per ESEN-2015, ag/g = 0.1, and the spectrum type = I and ground type = B parameters were involved in the same manner for the RS analysis. The soil factor was set to 1.35; the spectrum period was set to (Tb, Tc, and Td) 0.05 s, 0.25 s, and 1.2 s. The behavior factor = 3.8, the lower bound factor = 0.2, and the damping ratio = 0.05. The results are then compared by employing different components such as displacement, story drift, story stiffness, base story shear, and story moment. Ultimately, a comparison of static and dynamic investigations has been carried out. Compared to the RS approach, the ELF technique produces more additional displacement, total drift, and base shear. As per the findings of this paper, for high-rise and tall buildings, dynamic analysis such as RS should be used rather than static analysis (ELF).