<abstract xmlns="http://www.w3.org/1999/xhtml">

<p>In order to assess the seismic damage response of reinforced concrete deficient, weak beam-column connection frame structures, this study presents experimental shake table testing on representative 1/3rd reduced size and double story frame models. Two test models were considered for experimental testing, including a reference code design specimen and another frame with a similar characteristic, but was not provided with any shear reinforcement in the critical joint connection region and, was constructed with concrete having a compressive strength of 33 % less than the code specified value. The input scaled excitations were applied from 5 % to 130 % of the maximum input peak ground acceleration record, to deformed the test models from elastic to inelastic stage and then to fully plastic incipient collapse stage. The weak beam-column frame sustained plastic hinging at column bases and beam ends, with longitudinal reinforcement bar-slip and severe damageability of the joint panels upon subjected to multiple dynamic excitations. The deficient frame model was only able to resist 40 % of the maximum acceleration record as compared to the code design frame which was able to resist about 130 %.</p>
</abstract>

In order to assess the seismic damage response of reinforced concrete deficient, weak beam-column connection frame structures, this study presents experimental shake table testing on representative 1/3rd reduced size and double story frame models. Two test models were considered for experimental testing, including a reference code design specimen and another frame with a similar characteristic, but was not provided with any shear reinforcement in the critical joint connection region and, was constructed with concrete having a compressive strength of 33 % less than the code specified value. The input scaled excitations were applied from 5 % to 130 % of the maximum input peak ground acceleration record, to deformed the test models from elastic to inelastic stage and then to fully plastic incipient collapse stage. The weak beam-column frame sustained plastic hinging at column bases and beam ends, with longitudinal reinforcement bar-slip and severe damageability of the joint panels upon subjected to multiple dynamic excitations. The deficient frame model was only able to resist 40 % of the maximum acceleration record as compared to the code design frame which was able to resist about 130 %.

Seismic Damage Assessment of Deficient Reinforced Concrete Frame Structures

University of Engineering & Technology Peshawar

Civil and Environmental Engineering

This work is licensed under the Creative Commons Attribution 4.0 International License.

{"article-title":"Seismic Damage Assessment of Deficient Reinforced Concrete Frame Structures"}

In order to assess the seismic damage response of reinforced concrete deficient, weak beam-column connection frame structures, this study presents experimental...

Seismic Damage Assessment of Deficient Reinforced Concrete Frame Structures

Publicado en línea: 22 jun 2021

Páginas: 31 - 44

DOI: https://doi.org/10.2478/cee-2021-0004

Palabras clave
Special moment resisting frame, Building frame, Beam-column joints, Shake table test, Progressive collapse

© 2021 Muhammad Rizwan et al., published by Sciendo

This work is licensed under the Creative Commons Attribution 4.0 International License.

Seismic Damage Assessment of Deficient Reinforced Concrete Frame Structures

Publicado en línea: 22 jun 2021

Páginas: 31 - 44

DOI: https://doi.org/10.2478/cee-2021-0004

Palabras claveSpecial moment resisting frame, Building frame, Beam-column joints, Shake table test, Progressive collapse

© 2021 Muhammad Rizwan et al., published by Sciendo

This work is licensed under the Creative Commons Attribution 4.0 International License.

Palabras clave
Special moment resisting frame, Building frame, Beam-column joints, Shake table test, Progressive collapse