IJEBM | An analysis of a high-rise building's progressive collapse if four of its exterior columns were removed

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An analysis of a high-rise building's progressive collapse if four of its exterior columns were removed

Dur Al-huda Jasim Majed , Mohammed M. Rasheed

International Journal of Engineering, Business And Management(IJEBM), Vol-8,Issue-1, January - March 2024, Pages 20-26 , 10.22161/ijebm.8.1.3

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Article Info: Received: 28 Jan 2024; Received in revised form: 08 Mar 2024; Accepted: 18 Mar 2024; Available online: 29 Mar 2024

Abstract:

Progressive failure is the partial or complete failure of a structure as a result of a local failure occurring in the load-bearing element, resulting in failure propagating from one element to another. A progressive collapse study of a real ten-story telecommunications building was performed using ETABS (V.23) software, and RC ACI Code was used to design the building. The demand-to-capacity ratio is analyzed according to GSA acceptance standards to evaluate the ability of the structure to transfer loads to nearby members. Four central columns on the sixth and seventh floors were removed. The examination included a failure scenario resulting from the removal of an explosion on the sixth and seventh floors of the building. The results of the study found that removing four supports on the two floors did not cause gradual collapse and that the redistribution after removing the column was equal. The shear and bending DCR values for column loss are lower than 1, according to GSA 2016. As a result of load redistribution, the nearby column receives compressive strains as the supports above the deleted one lose axial compressive pressures. The weight on the sixth level was moved to columns C1A and C4A at grid A, while columns C2A and C3A were removed. This transfer was twice as great as the load communicated before the columns were removed. This implies that the adjacent columns were large enough to support additional loads. Since DCR readings were less than the permitted limits at 1, the beams were acceptable in flexure, shear, and DCR readings for column axial load.

Keywords:

Progressive Collapse Analysis, Sequential Column Removal, Reinforced Concrete Frames, Alternate Path Analysis, Column Failure.

References:

[1] An Ellingwood, B. R., Smilowitz, R., Dusenberry, D. O., Duthinh, D., Lew, H. S., & Carino, N. J. (2007). Best practices for reducing the potential for progressive collapse in buildings. NIST Interagency/Internal Report (NISTIR), National Institute of Standards and Technology, Gaithersburg, MD. Available online https://tsapps.nist.gov/publication/get_pdf.cfm?pub_id=860696. Accessed on October 30, 2023.
[2] GSA, 2016, "Progressive collapse analysis and design guidelines for new federal office buildings and major modernization projects", U.S. General Services Administration (USGSA), Washington, D.C.
[3] Joshi, D. D., Patel, P. V., & Tank, S. J. (2010). Linear and nonlinear static analysis for assessment of progressive collapse potential of multistorey building. Paper presented at In Structures Congress, Department of Civil Engineering, Institute of Technology, Nirma University, Ahmedabad, India, 3578-3589.
[4] Usmani, A. S., Chung, Y. C., & Torero, J. L. (2003). How did the WTC towers collapse: a new theory. Fire Safety Journal, 38(6): 501-533.
[5] Fu, F. (2009). Progressive collapse analysis of high-rise building with 3-D finite element modeling method. Journal of Constructional Steel Research, 65(6): 1269-1278.
[6] Tavakoli, H. R., & Kiakojouri, F. (2013). Influence of sudden column loss on the dynamic response of steel moment frames under blast loading. (26) 1: 197.
[7] Marjanishvili, S. M. (2004). Progressive analysis procedure for progressive collapse. Journal of Performance of Constructed Facilities, 18(2): 79-85.
[8] Bae, S. W., LaBoube, R. A., Belarbi, A., & Ayoub, A. (2008). Progressive collapse of cold-formed steel framed structures. Thin-Walled Structures, 46(7-9): 706-719.
[9] Kim, J., & Lee, Y. H. (2010). Progressive collapse resisting capacity of the tube‐type structure. The Structural Design of Tall and Special Buildings, (19) 7: 761-777.
[10] Kim, J., & Kim, T. (2009). Assessment of the progressive collapse-resisting capacity of steel moment frames. Journal of Constructional Steel Research, (65) 1: 169-179.
[11] Kim, H. S., Kim, J., & An, D. W. (2009). Development of an integrated system for progressive collapse analysis of building structures considering dynamic effects. Advances in Engineering Software, ( 40) 1: 1-8.
[12] Talaat, M., & Mosalam, K. M. (2009). Modeling progressive collapse in reinforced concrete buildings using direct element removal. Earthquake Engineering & Structural Dynamics, (38)5: 609-634.
[13] Tsai, M. H., & Huang, T. C.,(2011). Progressive collapse analysis of an RC building with exterior non-structural walls. Journal of Procedia Engineering, 14:377–384.
[14] Raghavendra, C., & AR, M. P. (2014). Progressive collapse analysis of reinforced concrete framed structure. International Journal of Civil and Structural Engineering Research, (2) 1:143–149.
[15] Jeyanthi, R., & Kumar, S. M. (2016). Progressive Collapse Analysis of a Multi-Storey RCC Building Using Pushover Analysis. International Journal of Engineering Research & Technology, (5) 3: 112-140.
[16] Radadiya, A., Sorathia, N., & Mehta, S. (2017). Progressive collapse of RC buildings with different structural systems. Engineering International Journal of Advance Research and Innovative Ideas in Education, (3) 3: 2395–4396.
[17] General Services Administration (GSA), (2003). Progressive collapse analysis and design guidelines for new federal office buildings and major modernization projects, GSA.
[18] ACI Committee, (2019). American Concrete Institute, and International Organization for Standardization, Building Code Requirements for Structural Concrete (ACI 318R-19) and Commentary, American Concrete Institute.