Seismic Design of Building Structures

A special issue of Buildings (ISSN 2075-5309). This special issue belongs to the section "Building Structures".

Deadline for manuscript submissions: closed (15 September 2023) | Viewed by 21290

Special Issue Editor

Department of Structures for Engineering and Architecture, University of Naples Federico, Naples, Italy
Interests: steel structures; seismic design; bracings; seismic code; steel beam-to-column joints; Eurocode 8

Special Issue Information

Dear Colleagues,

Seismic events, whether they are catastrophic or of moderate intensity, are often associated with huge losses both economic and in terms of human life.

Not being able to control the occurrence of a natural catastrophic events, specific and reliable design methodologies should be used to reduce the vulnerability of buildings against earthquake and associated damage.

This Special Issue is dedicated to presenting current research on seismic design of buildings with special reference to both design of new structures and retrofit of existing buildings.

Contributions addressing design, assessment, numerical and experimental investigations, seismic hazard analyses and seismic loss estimation are welcome.

Dr. Silvia Costanzo
Guest Editor

Manuscript Submission Information

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Published Papers (10 papers)

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Research

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19 pages, 6407 KiB  
Article
Proposal of a Protocol for the Safe Removal of Post-Earthquake Provisional Shorings
by Marianna Rotilio, Giulia D’Alberto, Angelo Di Egidio, Alessandro Contento and Pierluigi De Berardinis
Buildings 2023, 13(9), 2363; https://doi.org/10.3390/buildings13092363 - 16 Sep 2023
Viewed by 639
Abstract
The recent seismic events in Italy, including the earthquakes in L’Aquila in 2009 and central Italy in 2016, have significantly impacted the historical centers of small and medium-sized cities. These events directly affected their ancient masonry building heritage, resulting in severe damage. In [...] Read more.
The recent seismic events in Italy, including the earthquakes in L’Aquila in 2009 and central Italy in 2016, have significantly impacted the historical centers of small and medium-sized cities. These events directly affected their ancient masonry building heritage, resulting in severe damage. In order to minimize the risk of collapses and prevent further harm to people and structures until restoration efforts can be carried out, provisional post-seismic shorings have been extensively employed. These occurrences motivated several studies focused on the selection and assembly of post-seismic shorings, considering the various rigid failure mechanisms that may occur in a wall or section of an ancient masonry building. Yet, thus far, the critical considerations concerning the disassembly of these shorings, which significantly influence the repair process of a compromised structure from safety, organizational, and economic perspectives, have been overlooked. This research endeavors to establish a protocol for the dismantling of provisional shorings. To this end, a preliminary risk assessment tool has been devised, furnishing a safety index that correlates with the level of risk associated with shoring removal, along with corresponding risk categories. The study recommends preliminary interventions, categorized as mandatory or optional, to mitigate the risk prior to shoring removal. Furthermore, specific guidelines are provided based on the assessed risk level indicated by the safety index. To illustrate the application of this risk assessment tool, a case study involving an ancient masonry building in L’Aquila is presented. Full article
(This article belongs to the Special Issue Seismic Design of Building Structures)
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17 pages, 8098 KiB  
Article
Nonlinear Static Response of Low-Moderate Ductile Chevron Concentrically Braced Frames Designed According to Eurocode 8
by Silvia Costanzo, Mario D’Aniello and Raffaele Landolfo
Buildings 2023, 13(1), 120; https://doi.org/10.3390/buildings13010120 - 03 Jan 2023
Cited by 2 | Viewed by 1070
Abstract
Steel frames equipped with chevron bracing (Λ-CBF) are usually less ductile than other steel systems. Therefore, in many cases, it can be convenient to design Λ-CBF to exploit their stiffness and resistance to enforce a pseudo-elastic seismic response of the building in low [...] Read more.
Steel frames equipped with chevron bracing (Λ-CBF) are usually less ductile than other steel systems. Therefore, in many cases, it can be convenient to design Λ-CBF to exploit their stiffness and resistance to enforce a pseudo-elastic seismic response of the building in low to moderate seismic zones. In current EC8, the rules for moderate Λ-CBF are the same as those for high ductile frames, thus potentially leading to massive, over-resistant and uneconomic systems. In the next version of EC8 new rules have been set to design moderate ductile Λ-CBF, aiming to enhance the ease of use of the code as well as to obtain less expensive structures. The new rules of the updated EC8 are based on local requirements and elastic calculation without any plastic analysis. This paper discusses these rules that are numerically investigated by means of nonlinear static analyses on a set of 8-storey steel frames designed for different seismic intensities. The performed analyses show that the frames designed according to the updated EC8 exhibit moderate ductility, preventing damage to brace-intercepted beams and reducing ductility demand on braces under compression. Full article
(This article belongs to the Special Issue Seismic Design of Building Structures)
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24 pages, 4735 KiB  
Article
Effect of Spacing and Slenderness Ratio of Piles on the Seismic Behavior of Building Frames
by Joseph Antony Visuvasam and Sembulichampalayam Sennimalai Chandrasekaran
Buildings 2022, 12(12), 2050; https://doi.org/10.3390/buildings12122050 - 23 Nov 2022
Cited by 2 | Viewed by 2166
Abstract
The general assumption of a rigid base at the bottom of building structures during analysis and design underestimates the seismic response. Building structures resting on loose sand and soft clayey soil are vulnerable to earthquake forces. The amplification of ground motion occurs due [...] Read more.
The general assumption of a rigid base at the bottom of building structures during analysis and design underestimates the seismic response. Building structures resting on loose sand and soft clayey soil are vulnerable to earthquake forces. The amplification of ground motion occurs due to the presence of this loose and soft soil deposit. Moreover, the spacing and slenderness ratio of piles play a vital role in altering the behavior of the overall soil-foundation-superstructure system. This study aimed at investigating the effect of soil-pile-structure interaction using 1-g shake-table testing. Free and forced vibration tests were performed on scaled building frames with either a rigid base or a flexible base, supported on sandy soil with 50% relative density. A laminar shear box container is used for an experimental study of soil-pile-structure interaction. The design parameters, such as the spacing (S = 3D, 5D, 7D, and 9D) and slenderness ratio (L/D = 15, 30, 45, and 60) of the piles, where S, D and L are spacing, diameter and length of the piles respectively, are considered in the analysis. The results, in terms of natural frequency, damping, pile-bending moment, story lateral displacement, and inter-story drift are estimated. From the findings, it is clear that the effects due to pile spacing are more considerable than the effects due to the slenderness ratio of the piles. The bending moment in the piles spaced at 3D is increased by 102% compared to the large-spacing (S = 9D) piles. This subsequently amplifies the story lateral displacement by 180% and amplifies the inter-story drift by 167%. Full article
(This article belongs to the Special Issue Seismic Design of Building Structures)
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20 pages, 4708 KiB  
Article
Calibration of the Length of the Plastic Hinge for Numerical Models of Reinforced Concrete Members
by Francesca Barbagallo, Melina Bosco, Andrea Floridia, Edoardo M. Marino, Dario Panarelli, Pier Paolo Rossi and Nino Spinella
Buildings 2022, 12(10), 1603; https://doi.org/10.3390/buildings12101603 - 04 Oct 2022
Cited by 2 | Viewed by 1349
Abstract
A proper and computationally efficient numerical modeling of the nonlinear cyclic flexural behavior of reinforced concrete members is crucial for the assessment of the seismic response of RC framed structures. To mitigate the problem of damage localization and improve the stability of the [...] Read more.
A proper and computationally efficient numerical modeling of the nonlinear cyclic flexural behavior of reinforced concrete members is crucial for the assessment of the seismic response of RC framed structures. To mitigate the problem of damage localization and improve the stability of the numerical model, force beam column elements with fiber cross-section and finite length hinges located at the ends of the member are often used. In this case, the accuracy in the prediction of the cyclic response is strictly dependent on the length assigned to the plastic hinge. In the past, several authors have proposed formulations to evaluate this crucial parameter based on observations and data from laboratory tests. Nevertheless, the values given by these expressions can differ significantly from each other. In this paper, the optimal value for the length of the plastic hinge is calibrated by comparison between laboratory and numerical test results. Laboratory tests are selected to identify members that are representative of columns of existing reinforced concrete buildings. Based on the optimal values of the plastic hinge length found for the selected set of laboratory tests, a simple relation of the plastic hinge length has been proposed. Full article
(This article belongs to the Special Issue Seismic Design of Building Structures)
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19 pages, 6020 KiB  
Article
Axial and Shear Behavior of Prestressed Damping Isolation Units Using a Spring and Rubbers
by Keun-Hyeok Yang, Ju-Hyun Mun and Chae-Rim Im
Buildings 2022, 12(9), 1379; https://doi.org/10.3390/buildings12091379 - 04 Sep 2022
Cited by 1 | Viewed by 1143
Abstract
This study investigated the axial and shear behaviors of a seismic damping isolation unit (SDI) developed to improve the seismic resistance of suspended ceiling structures. To enhance the energy dissipation of the SDI, it was composed of a spring, embossed rubbers, and prestressed [...] Read more.
This study investigated the axial and shear behaviors of a seismic damping isolation unit (SDI) developed to improve the seismic resistance of suspended ceiling structures. To enhance the energy dissipation of the SDI, it was composed of a spring, embossed rubbers, and prestressed bolts. Twelve specimens were prepared and tested for failure under axial and shear loading. The main parameters were the presence or absence of a spring, loading type, and magnitude of the prestressed force introduced to the bolts to connect the embossed rubbers. The test results showed that in the relationship of axial or shear load–displacement of the SDI, the post-peak behavior tended to be more ductile for specimens with a spring or higher prestressed force magnitude. Consequently, the ductility ratio and equivalent damping coefficient of the SDI with the spring and 0.1fby were 3.81 and 0.166, which was 1.06 and 1.20 times higher than the specimens without spring and prestressed force. In addition, the ductility ratio was approximately 1.07 times higher for the SDI specimens subjected to monotonic loading than for those subjected to cyclic loading. Meanwhile, the JIS B 2704−1 and AISC specifications estimated the tensile strength of the SDI specimens subjected to monotonic loading well, but overestimated that of the specimens subjected to cyclic loading. Hence, the JIS B 2704−1 and AISC specifications should be underestimated by 15.7% and 81.7%, respectively, when estimating the tensile and shear loads of the SDI subjected to cyclic loading. Full article
(This article belongs to the Special Issue Seismic Design of Building Structures)
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32 pages, 8406 KiB  
Article
Macromechanical Failure Criteria: Elasticity, Plasticity and Numerical Applications for the Non-Linear Masonry Modelling
by Elide Nastri and Paolo Todisco
Buildings 2022, 12(8), 1245; https://doi.org/10.3390/buildings12081245 - 15 Aug 2022
Cited by 9 | Viewed by 1631
Abstract
Sometimes it is difficult to choose the most appropriate failure criterion for the problem analyzed. For brittle materials, attention must be paid to the availability of experimental data and the calibration of the representative parameters, within the chosen failure criterion. The work herein [...] Read more.
Sometimes it is difficult to choose the most appropriate failure criterion for the problem analyzed. For brittle materials, attention must be paid to the availability of experimental data and the calibration of the representative parameters, within the chosen failure criterion. The work herein presented, starting with an overview on machromechanical failure criteria, analysed in the Haigh-Westergaard Stress Space, investigates the suitability of Mohr-Coulomb, Drucker-Prager and Concrete Damaged Plasticity failure criteria of masonry structures, underlining their specific characteristics and implementation in FEM simulations. The Pavia Door Wall experimental campaign under pseudo-static cyclic test is considered as benchmark study. The results of the experimental tests are compared with a FE model developed with ABAQUS computer program considering several failure criteria and equivalent frame approach. Among the investigated failure criteria Concrete Damaged Plasticity is able to capture the actual behaviour of the masonry walls under monotonic excitation. In particular, thanks to the adaptability of the Guo’s model in the definition and calibration of the uniaxial behavior, the model suitability in catching the variation of the cohesion and the evolution of the damage is better in comparison with the other addressed failure criteria. Full article
(This article belongs to the Special Issue Seismic Design of Building Structures)
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19 pages, 7557 KiB  
Article
An Energy Dissipating Seismic Connector for Precast Concrete Shear Walls
by Mohammed Aljuboori and Habib Tabatabai
Buildings 2022, 12(7), 949; https://doi.org/10.3390/buildings12070949 - 04 Jul 2022
Viewed by 1364
Abstract
In this study, several steel connector shapes were analytically evaluated as potential new seismic energy dissipating devices between vertical precast concrete shear wall panels. Based on the results of analytical and experimental studies, a multiple yield zone (MYZ) connector is proposed due to [...] Read more.
In this study, several steel connector shapes were analytically evaluated as potential new seismic energy dissipating devices between vertical precast concrete shear wall panels. Based on the results of analytical and experimental studies, a multiple yield zone (MYZ) connector is proposed due to its improved performance (in energy dissipation) when compared to the conventional U-shaped flexure plate (UFP) device. Unlike the UFP, the MYZ connector provides stiffness and energy dissipation in both horizontal and vertical directions. The response of a shear wall building system utilizing the MYZ or UFP connectors was evaluated using a simplified frame model. The MYZ connector performed better than the UFP alternate both in terms of energy dissipation in the device and with respect to improved structure response. The use of multiple (distributed) yield zones through circular cut-outs is key in the performance enhancement observed with the MYZ connector. Full article
(This article belongs to the Special Issue Seismic Design of Building Structures)
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14 pages, 6777 KiB  
Article
Effect of Welding Separation Characteristics on the Cyclic Behavior of Steel Plate Shear Walls
by Alaa A. El-Sisi, Mohammed M. Elgiar, Hassan M. Maaly, Osman A. Shallan and Hani A. Salim
Buildings 2022, 12(7), 879; https://doi.org/10.3390/buildings12070879 - 22 Jun 2022
Cited by 5 | Viewed by 1344
Abstract
Currently, the steel plate shear wall (SPSW) is commonly used in high-rise steel buildings as a lateral load-resisting system due to its several advantages such as its lightweight and high ductility and strength. The SPSW consists of two main parts, i.e., the boundary [...] Read more.
Currently, the steel plate shear wall (SPSW) is commonly used in high-rise steel buildings as a lateral load-resisting system due to its several advantages such as its lightweight and high ductility and strength. The SPSW consists of two main parts, i.e., the boundary frame and infill plate, which are connected by welding. The objective of this work is to study the effect of the infill plate weld separation on the seismic behavior of the SPSWs. A numerical method was proposed to have a comprehensive comparison of seismic behaviors of different separation characteristics. The model was validated by using previously published experimental works. Key parameters, such as load-carrying capacity, stiffness, and energy-dissipation capacity, were discussed extensively. The unstiffened SPSW (USPSW) system is more sensitive to the plate–beam separation than the plate–column one, especially the corner plate–beam separation. When plate–column welding separation occurs, the initial stiffness and the energy dissipation capacity are reduced by approximately 21% and 14%, respectively; however, the reductions are 36% and 20.5% in the case of beam welding separation. Full article
(This article belongs to the Special Issue Seismic Design of Building Structures)
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23 pages, 7650 KiB  
Article
Design of X-Concentric Braced Steel Frame Systems Using an Equivalent Stiffness in a Modal Elastic Analysis
by Claudio Amadio, Luca Bomben and Salvatore Noè
Buildings 2022, 12(3), 359; https://doi.org/10.3390/buildings12030359 - 15 Mar 2022
Cited by 2 | Viewed by 7633
Abstract
In this work, a general method for the design of concentric braced steel frames (CBF) with active tension diagonal bracings, applicable to single- and multi-storey structures, is presented. The method is based on the use of an elastic modal analysis with a response [...] Read more.
In this work, a general method for the design of concentric braced steel frames (CBF) with active tension diagonal bracings, applicable to single- and multi-storey structures, is presented. The method is based on the use of an elastic modal analysis with a response spectrum, which is carried out using an appropriate modified elastic stiffness of diagonal bracings. The reliability of the proposed method is validated through the analysis of significant case studies, making a series of numerical comparisons carrying out time-history non-linear dynamic analysis. Full article
(This article belongs to the Special Issue Seismic Design of Building Structures)
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Review

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17 pages, 936 KiB  
Review
State of the Art on Seismic Design of Steel Buildings in Europe
by Silvia Costanzo
Buildings 2023, 13(6), 1563; https://doi.org/10.3390/buildings13061563 - 19 Jun 2023
Viewed by 1383
Abstract
The seismic design of steel systems recently experienced profound changes and progress; in Europe, the research on this topic is very prolific in terms of importance and number of results achieved, even pushed by the recent process of the updating of Eurocode 8. [...] Read more.
The seismic design of steel systems recently experienced profound changes and progress; in Europe, the research on this topic is very prolific in terms of importance and number of results achieved, even pushed by the recent process of the updating of Eurocode 8. The paper analyzes and discusses the scientific literature on the subject produced approximately over the last twenty years, focusing on both recent research and findings on traditional steel systems and innovative structural types and solutions. The review of the state of the art suggested that most of the authors are now concerned about the numerous criticisms widely encountered in the design of traditional systems according to current Eurocode 8, as well as the difficulty of the application of the relevant detailing rules. The scientific community is also aware of the need to include specific codified design procedures for innovative and promising structural types. Further investigations are needed to deepen the design of moderate-ductile systems and to extend the seismic European prequalification of beam-to-column joints to further typologies. Full article
(This article belongs to the Special Issue Seismic Design of Building Structures)
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