Ascertaining the physical and mechanical performance of concrete modified with locally sourced coconut fiber ash

Matthew Kwaw Somiah; Isaac Yaw Manu; Frederick Owusu Danso; Jeriscot Henry Quayson; Michael Kofi Biney; Wellington Didibhuku Thwala; Clinton Aigbavboa; Samuel Kwame Ansah

Research Article

Recieved:

07/12/2025

Accepted:

19/03/2026

Page:

–

doi:

http://dx.doi.org/10.17515/resm2026-1394me1207rs

Views:

Ascertaining the physical and mechanical performance of concrete modified with locally sourced coconut fiber ash

Matthew Kwaw Somiah^1,^2,^3,⁴, Isaac Yaw Manu¹, Frederick Owusu Danso¹, Jeriscot Henry Quayson², Michael Kofi Biney¹, Wellington Didibhuku Thwala³, Clinton Aigbavboa ⁴, Samuel Kwame Ansah ²

¹Faculty of Built and Natural Environment, Takoradi Technical University, Ghana
²School of Engineering, Cape Coast Technical University, Ghana
³Faculty of Engineering, Built Environment, and Information Technology, Walter Sisulu University, East London, South Africa
⁴Faculty of Engineering and Built Environment, University of Johannesburg, South Africa

Abstract

This current study evaluated the physical and mechanical performance of concrete modified with locally sourced coconut fiber ash. Concrete specimens were prepared with Portland limestone cement (PLC) partially replaced with locally sourced coconut fiber ash (CFA) in proportions of 0%, 5%, 10%, 15%, and 20%. Tests, including slump, XRF, flexural strength, and compressive strength tests, aided in evaluating the physical and mechanical performance of CFA-modified concrete. XRF analyses revealed the presence of essential elements in cements in CFA: Ca (2.3150 %), Si (3.0900%), and Fe (0.4790%). This affirmed the potential of CFA as a supplementary cementitious material (SCM). Workability of CFA-modified concretes was low: ranged from 20mm to 40 mm for 5% to 20% partial replacement levels. Also, density and water absorption (WA) decreased as CFA concentration in concrete increased. Concrete was classified as normal-weight concrete, with values ranging between 2000 kg/m3 – 2600 kg/m3, just like the control. None of the WA values was less than the control for 28 days and 70 days of curing. Compressive and flexural strengths rose to 10% optimum partial replacement levels, beyond which loss of strength set in for days 7, 28 and 70. Empirically, the elemental composition of CFA locally sourced in Ghana was established, affirming its use as an SCM. It also generates an equation model to guide construction practitioners in the use of CFA as an SMC in PLC concrete.