Inclusion of fiber reinforcement significantly influences the load-deformation response of pre-stressed concrete beams, more specifically the flexural and shears behavior. Although significant studies have been performed in the past on fiber reinforced ordinary concrete beams, investigation on pre-stressed concrete beams is rather limited. The current work involves conducting extensive laboratory model tests wherein the inter-relationship between the proportion of fiber reinforcement and the flexural and shear behavioural trends of pre-stressed concrete beams. The fibers used are two types: steel and macro-synthetic. The fibers at selected proportion by volume is included in the concrete members and a series of tests including compressive strength, fracture behaviour analysis, shear resistance testing and flexural behaviour testing. The experimental results indicated that addition of fibers increased the compressive strength from 4.2% to 23.8%, flexural strength from 6.9% to 14.5%, and restriction to shear cracks in terms of width and extent. A set of important conclusions were drawn from the entire work.

This study explores the integration of fuzzy logic and deep learning algorithms for the structural control of reinforced concrete systems. As the demand for resilient infrastructure increases, traditional methods of structural analysis and control often fall short in addressing the complexities and uncertainties inherent in real-world applications. This research proposes a novel framework that combines fuzzy logic’s ability to handle imprecision with the powerful pattern recognition capabilities of deep learning. The fuzzy deep learning algorithm is designed to optimize the performance of reinforced concrete structures under various loading conditions, enhancing stability and safety. Through extensive simulations and experimental validations, the proposed method demonstrates significant improvements in predictive accuracy and robustness compared to conventional approaches. The findings highlight the potential of this hybrid methodology in advancing structural engineering practices, paving the way for smarter, more adaptive infrastructures in the face of dynamic environmental challenges. The objectives of this paper are access to adequate, safe and affordable housing and basic services, promotion of inclusive and sustainable urbanization and participation, implementation of sustainable and disaster-resilient buildings, sustainable planning and management of human settlement. Therefore, the goal is believed to be achieved in the near future through the continuous development of AI and control theory for a better life from the environment and built systems.

To improve the splicing behavior of steel rebars in precast structures, this paper presents a novel corrugated grouted sleeve (CGS) fabricated at low cost from a rolling seamless pipe. To investigate the connection characteristics of splicing rebars in prefabricated structures under lateral loads, 18 specimens of 45# seamless pipe with various parameters were prepared and tested under cyclic loading. In general, the proposed connector system achieved high performance of the splicing rebars between precast components, ensuring sufficient integrity of the precast construction. Because the corrugated configuration provides sufficient anchoring strength for the steel rebars, the typical failure modes of the specimens under cyclic loading were steel rebar fractures, as desired. Moreover, cracks in the mortar were almost absent except at the ends, confirming higher performance than traditional sleeves. Finally, a method is proposed for capturing the confinement stress in the CGS for splicing steel rebars. The model results generally agreed with the test results. Therefore, it is believed that the proposed CGS system can be a alternative for splicing rebars in the prefabricated constructions.

This study examines different methods to enhance the flexural strength of reinforced concrete (RC) beams through experimental and numerical analyses. Both experimental and numerical analyses were conducted to assess the effectiveness of these techniques. The experimental program involved ten full-scale RC beams, each measuring 150 mm × 250 mm × 2000 mm. The first beam served as a control with no strengthening, while the remaining nine were reinforced using different techniques. The second beam (B2-HSC) was strengthened with high-strength concrete (HSC) at the bottom; the bottom cover was removed to a depth of 50 mm, and HSC was cast along the beam's length. The third beam (B3-UHSC) followed the same process, but Ultra High-Strength concrete (UHSC) was used. The fourth beam (B4-C.P) was reinforced with a 150 mm × 1 mm steel plate attached to its bottom surface using end anchorage bolts. The fifth beam (B5-S.P) was similarly strengthened but with a stainless steel plate instead. The sixth beam (B6-S.W.M) was reinforced by bonding steel wire meshes around the central flexural span of the beam, while the seventh beam (B7-S.W.M) had steel wire meshes bonded along the entire bottom length. The eighth beam (B8-GFRP) was strengthened with two 10 mm GFRP bars encased in a concrete jacket matching the strength of the control beam. The ninth beam (B9-S.B.T) was reinforced by bonding two steel truss bars to its sides at the middle third, and the tenth beam (B10-GFRP.T) followed the same method but replaced the steel truss bars with GFRP sheets. The results demonstrated that all strengthened beams had significantly higher load-carrying capacities compared to the control. Beams B4-C.P and B5-S.P exceeded the control beam's failure load by approximately 141% and 97%, respectively, with the steel plate proving more effective than the stainless steel plate, despite the latter's superior corrosion resistance. The failure loads of the strengthened beam B6-S.W.M and B7-S.W.B are greater than the control beam B1-Control by about 9% and 40%, respectively. The failure loads of the strengthened beam B9-S.B.T and B10-GFRP.T are greater than the control beam B1-Control by about 15% and 9%, respectively. Also, the results showed that the ductility factor of beams B3-UHSC, B4-C.P, B5-S.P, B6-S.W.M, B9-S.P.T, and B10-GFRP.T is greater than the control beam by about 70%, 76%, 129%, 347%, 12%, and 58%, respectively. A finite-element model, developed using ABAQUS, validated the experimental findings, showing strong alignment between numerical and experimental results. The study was further expanded through parametric analysis.

Cement industry power plant bed material waste was introduced as a replacement for sand in non-autoclaved aerated concrete (NAAC) blocks for general building use. Aerated concretes are among the best materials for enclosing buildings for various purposes. This study explores the replacement of sand with power plant bed material waste from the cement industry in non-autoclaved aerated concrete blocks. The research hypothesizes that bed materials can enhance the physical and mechanical properties of NAAC blocks. The methodology involves producing NAAC blocks using cement bed materials, fly ash, gypsum, water, and a constant quantity of 0.65 grams of aluminum powder. Bed materials obtained from the cement industry range from 4.75 mm to 150 microns used for NAAC slurry. In this research, the particle size distribution analysis is considered as a bed materials sample in different periods. The blocks were created according to the guidelines of IS 2185 (Part III): 1984, with a size specification of 22 cm × 10.5 cm × 7 cm. The study measured the compressive strength and water absorption of these NAAC blocks and compared them with traditional clay and fly ash bricks. Experimental result shows that the NAAC blocks met the Indian Standard code strength requirement of 6 MPa, achieving 7.28 MPa at 28 days for Sample T5. These findings suggest that NAAC blocks using bed materials are both lighter and stronger than traditional bricks, indicating their potential for large-scale production.