Normal Concrete Beams Research Articles

Pengaruh Sambungan Beton Pracetak Hollow Block terhadap Pola Retak yang Timbul

<p>Hollow block precast concrete which was combined into a beam casting by adding concrete and steel inside and called as “hollow block reinforcement concrete beam”. The aim of this research was to knowing the crack pattern due to the connection of hollow block reinforcement concrete beam. The specification of ACI (American Concrete Institute) 211.3R-02 and ASTM (American Society for Testing of Materials) were used in this research. The object were two normal reinforcement concrete beam and two hollow block reinforcement concrete beam with size 15 cm x 20 cm x 210 cm. The reinforcement concrete beam was tested by using load cell. The result showed the variety of crack pattern which are flexural crack and flexural-shear crack. For normal reinforcement concrete beam, flexural crack formed at 0.95 ton and flexural-shear crack at 2.83 ton with its duration was 5 minutes and 29 seconds. For hollow block reinforcement concrete beam, flexural crack formed at 1.16 ton and flexural-shear crack at 1.98 ton with its durat on was 6 minutes and 8 seconds. The result also showed that hollow block reinforcement concrete beam was more ductile due to crack pattern than normal reinforcement concrete beam.</p>

Structural behaviour of SCC continuous deep beam strengthened with carbon fiber NSM and hybrid techniques

In this research, results of an experimental investigation on the shear strengthening of normal SCC continuous concrete deep beam are presented. A total of twelve continuous deep beams were cast and tested. The aim of this paper is to study the effect of carbon fiber reinforced polymers (CFRP|) through Near Surface Mounted (NSM) and hybrid techniques to improve the structural behaviour and shear resistance capacity of deep beams. Two beams were used as control with no strengthening, while the remaining ten beams were strengthened in different (with and without) steel shear reinforcement, orientation of NSM-FRP rods, hybrid techniques (combined of EBR-CFRP strip and NSM-CFRP rods). The beams were designed to fail in shear and to match with the requirements of ACI 318M-14 building code. Results showed that the hybrid technique caused an increase in the load carrying capacity for the deep beams up to 58.5 % when compared to the beams without strengthened control one.

Behavior of hybrid Reinforced Concrete Beams made with two types of concrete (Normal Weight and Reactive Powder Concrete)

This research confirms the use of finite element modeling using volume 16 ANSYS package to represent the non pre stressed concrete beams reinforced with steel bars, reactive powder concrete beams and hybrid reinforced concrete beams. This work focused on two main purposes: the first one is for economic purpose to check the effects of inclusion of fresh reactive powder concrete with the fresh normal weight concrete beams body at compression and tension stress concentration regions to improve the ultimate load resistance and to control mid span deflection of simply supported beams or any great structural elements. The second purpose is to check effects of using steel fibers with different volume fractions (Vf = 0%, Vf = 1%, Vf = 1.5% and Vf = 2%) in reactive powder concrete beams with fixing all other mechanical properties of concrete to show clearly its effect on controlling of mid span deflection with applied loads or in other words, on beam ductility. The used beam was simple supported reinforced concrete beam with dimensions (110 X 200 X 1500)mm width, height and length, respectively, reinforced with bottom 2 main bars of 12mm diameter and 8mm diameter stirrups spaced at 50mm. Each beam was loaded up-to maximum load which makes failure under the effect of two concentrated parallel loads for beam used as a case study and one central concentrated load for parametric study beams to assign the load and deflection values at beams mid-span locations.The proposed nonlinear finite element solutions are compared with the experimental data obtained from other researcher [1], which gives a good agreement between the obtained results.Parametric studies are carried out by using the proved nonlinear ANSYS (version 16) model to investigate the effects of adding expensive RPC with cheap NWC in structural elements bodies to obtain an economic construction material and to reduce weight and volumes especially for great structural elements.

Flexural Stiffness of Normal and Sandwich Reinforced Concrete Beam Exposed to Fire Under Fixed Loading

This study focuses on the experimental investigation of normal and sandwich reinforced concrete beam exposed to fire in order to evaluate their flexural stiffness. Two beams specimen of 200×300×4000 mm have been cast and tested under flexural loading. The first one has been a normal concrete beam (N) and the second one has been a sandwich concrete beam (SW) with 50 mm skin thickness and 200 mm core thickness. The skin compressive strength of 25 MPa and the core compressive strength of 15 MPa have been considered. The skin strength has been also applied to the N beam. The beams have been reinforced with a plain bar of 3ϕ12 as a tensile reinforcement and 2ϕ10 as compression reinforcement. Both the tensile and the compression reinforcement have yield strength of 300 MPa. The beams have been tested in a full-size furnace under standard fire testing. Nine thermocouples for measuring temperature have been mounted. An LVDT, which has been protected by fire-resistant material, has been placed at the center of the beam to measure the deflection. The 8.63 kN load has been employed at 1/3 span of the beam. Test results have showed that the flexural stiffness of the beam strongly affected by the accumulative temperature representing temperature and firing time. The strength of the N beam drops significantly after 15 minutes of firing and the beam strength has been totally lost. The firing of 45 minutes has needed to decrease the strength of the SW beam then has decreased gradually until 120 minutes of firing.

Carbon Fiber Reinforced Polymer Sebagai Perkuatan Lentur pada Balok Beton

Concrete Beams can experience a sudden collapse when overload because of its brittle characteristic. The use of Carbon Fiber Reinforced Polymer (CFRP) on concrete beams externally as external confinement is predicted to improve concrete mechanics properties, increase the ductility and capacity of concrete, and the flexural strength of concrete beams. An experimental study on the reinforcement of concrete beams with Carbon Fiber Reinforced Polymer (CFRP) was carried out to estimate the effectiveness of CFRP on concrete structures as a concrete beam flexural reinforcement material. Two types of concrete beams are provided in this study to test the flexural strengthening effect of the externally bound CFRP composite. First type of concrete beam used for testing is a normal concrete beams, whereas the second tested beam, the CFRP was laminated by coating the beams with Fiber. The dimensions of both types are 15cm x15cm with a length of 55cm footing range. Testing result obtained the compressive strength was 23,29 MPa, flexural strength of normal and CRFP concretes were 33,41 Kg/cm2 and 48,07 Kg/cm2 respectively. It was concluded that the use of CRFP at the concrete beam increases flexural strength up to 44% with the ratio of 143 %.

FLEXURAL BEHAVIOR OF FLY ASH-BASED GEOPOLYMER R/C BEAMWITH BAUXITE MATERIAL AS COARSE AGGREGATES

Bauxite materials are provided in Indonesia especially in Batam Island. Based on the previous research, this material can be used as coarse aggregates in fly ash-based geopolymer concrete. To study the behavior of fly ash-based geopolymer reinforced concrete beam subjected to bending, this research is conducted. Two fly ash-based geopolymer reinforced concrete beams were made and tested. The first beam was made from normal concrete as a reference beam, while the second beam was fly ash-based geopolymer concrete which was using bauxite as coarse aggregates. Both beams had the same size of 120 mm width and 240 mm in height. Two longitudinal reinforcements with a diameter of 16 mm as tensile reinforcements and a diameter of 13 mm as compressive reinforcements. The stirrups using diameter 6 mm with spacing 100 mm along the span of the beam. Two loading points were applied to the beam using monotonic loading. The beam is a simple beam. The load-carrying capacity of the normal beam and fly ash-based geopolymer concrete beam were compared. Section analysis was also conducted to check the experimental program with the theory. The result shows that the flexural behavior of both beams was similar. Both beams show as ductile beams. The maximum load of the normal concrete beam was 63.00 kN. While the maximum load of the fly ash-based geopolymer concrete was 66.15 kN. The section analysis of both beams closed to the experimental result indicated that the theory can be applied to the fly ash-based geopolymer concrete withbauxite material as coarse aggregates.

Strength and Structural Performance of Reinforced Concrete Beam with Artificial Plastic Fibre (APF)

Behaviour of Reinforced Concrete (RC) in beam structure has captured attention of many researchers. Many past researchers investigated the issue of concrete strength in tensile zone. The present research investigates the effect of waste nylon cable ties fibre that act as an Artificial Plastic Fibres (APF) in normal concrete mix and RC beam element. The concrete strength of 30 MPa have been utilized in this research. The percentage of APF that has been mixed with the concrete paste are 1% and 3%. For strength performance, nine (9) cube specimens and nine (9) cylinder specimens were tested under compressive and splitting tensile test, respectively. In addition, six (6) RC beam specimens were prepared and tested under three points bending test in order to investigate its structural performance. Based on the results, 0%, 1% and 3% of APF in concrete mix produces tensile strength of 1.89 MPa, 3.37 MPa and 2.66 MPa respectively. While, from the compression tests, 50.9 MPa, 47.2 MPa and 24.5 MPa were generated from 0%, 1% and 3% of APF, respectively. From this observations, only 1% of APF was employed in concrete mix to produce RC beam for structural performance investigations. Based on three point bending test, RC beam that consisting 1% of APF produced maximum load about 35.98 kN with 1.8 mm deflection compared with control specimen that can only endured until 27.93 kN of maximum load with 2.37 mm deflection. Further observation reveals that cracking of RC beam consisting 1% of APF reduce and delay the crack formation. Overall, utilization of 1% APF in RC beam successfully improves its strength and structural performance.

Flexural behaviour of steel fibre reinforced concrete beams made with copper slag as partial fine aggregate replacement

Lately, development of concrete using industrial byproducts has garnered major significance in the construction industry in order to overcome problems associated with depleted natural resources. As, river sand is costly and also large scale exhaustion of these sources generates environmental harms, a substitute or replacement product for concrete industry is very indispensable. In such a situation, the copper slag can be proposed as an alternative to the river sand, which is an industrial by-product obtained from the manufacturing of copper. The present investigation assesses the incorporation of copper slag in concrete (CSC). In this paper, experimental investigations are carried to understand the flexural characteristics such as such as first crack, ultimate load carrying capacity, maximum crack width and deflection at service load and at centre of steel fibred copper slag mixed under-reinforced concrete beams. Results showed that the compressive strength of concrete decreases as copper slag content increases beyond 40%. The reduction in compressive strength beyond 40% replacement of river sand due to the increase in free water content in concrete mixes due to the low absorption properties of copper slag which can cause excessive bleeding at higher copper slag content. The load-deflection behaviour of under-reinforced, normal and copper slag concrete beams is witnessed to be alike apart from the increased values of ultimate failure loads and ultimate deflections at failure in steel fibred copper slag concrete beams.

Experimental and numerical study on creep and shrinkage effects of ultra high-performance concrete beam

Compared with normal concrete, ultra high-performance concrete (UHPC) is of increasing interest for bridge engineering because of its superior tensile strength, compressive strength, and significantly enhanced durability. The creep and shrinkage effect have a significant influence on the long-term behavior of UHPC. However, the existing research on the time-dependent behavior of UHPC is still limited. In this research, based on numerical integration method, the ABAQUS user subroutine for simulating creep and shrinkage of both normal concrete (NC) and UHPC were developed by the recursive algorithm of adjacent stress increment in the time history. The accuracy of developed user subroutine was validated by creep and shrinkage test of reinforced NC beams. Subsequently, the long-term creep and shrinkage test of UHPC specimens was conducted with stress to strength ratio of 20%, 30%, and 40%, respectively. Based on the test results and the CEB-FIP Model code 1990, the simplified design formulas for predicting creep and shrinkage of UHPC were proposed respectively based on the developed UHPC material. In the proposed design formulas, the final shrinkage strain was 145 με, and the final creep coefficient was 0.46 for the developed UHPC specimens based on the test environment condition. The comparison between the test result and proposed formulas indicated good applicability and accuracy of the proposed formulas. Based on the developed ABAQUS user subroutine and the proposed design formula for creep and shrinkage, the finite element (FE) models of RC beam and UHPC beam were developed. The influence of creep and shrinkage on the long-term mechanical behavior of simply supported prestressed beams were investigated.

Pre-Test Analysis on Reinforced Concrete Beams with Shear Strengthening using GFRP by Finite Element Method

Research on the developments of new materials as well as the methods and techniques of retrofitting structures showed that the Fiber Reinforced Polymer (FRP) is a promising material for use in strengthening reinforced concrete structures. This research aims to model reinforced concrete beams with shear strengthening using GFRP based finite element method. By using computer program Finite Element Analysis (FEA) the modelling was carried out by 2-dimension models on 3 testing material variations namely: the test normal concrete beams without the shear retrofitting (BGN), beams with shear retro fitting using GFRP are continuous on the shear span (BGPF), beams with retrofiting using 3 strips (BGP3S). The research result indicated that generally, the programused can show the behavior closed to the theoretical design result. The ultimate load of results normal concrete beams without the shear retrofiting (BGN) is 76,393 kN, beams with shear retrofitting using GFRP are continuous on the shear span (BGPF) is 77,798 kN, and beams with retrofiting using 3 strips (BGP3S). The results showed that the percentage increase of normal ultimate load of beam with shear reinforcement using GFRP was 1.4%, 11.01%, for reinforced using 3 strips (BGP3S). This indicated that the material behavior response produced from simulation study can well be described by the program.

ASSESSMENT OF ELEVATED TEMPERATURE EFFECTS ON SELF-COMPACTING AND HIGH-STRENGTH CONCRETE BEAMS IN COMPARISON WITH NORMAL CONCRETE BEAMS

Developments in the concrete industry have allowed for the use of concrete types other than conventional concrete, such as self-compacting and high-strength concrete. Conventional concrete beams exhibit a significant reduction in strength following fire exposure. This study includes experimental and theoretical components. An experimental program was designed to investigate the effects of different elevated temperature levels on the most common concrete types. A total of 15 beams were cast using normal, self-compacting, and high-strength concrete beams. Moreover, 12 beams were subjected to temperatures of 400 °C and 600 °C for 1 and 2 h to study the beam behavior under indirect fire conditions. The exposure time had a significant effect on the behaviour of the different beams, particularly the normal concrete, which exhibited a dramatic strength reduction after being subjected to a temperature of 600 °C for 2 h. The self-compacting concrete beam demonstrated acceptable behavior under elevated temperature conditions up to 600 °C. Strong agreements were observed between the experimental results and theoretical analysis, which was performed by the finite element program ANSYS.

Investigation on the shear behavior of steel reinforced NC/HDC continuous deep beam

Highly ductile fibres reinforced concrete (HDC) has the tensile strain-hardening behavior accompanied by multiple cracks. A steel reinforced HDC continuous deep beam (SRD-CDB) and a steel reinforced normal concrete continuous deep beam (SRC-CDB) were designed and tested to study their load-carrying capacities and deformability. Their failure patterns, load-deflection curves, stirrup strains, steel web strains and shear capacities were investigated. The load-carrying capacity and deformability of SRD-CDB were improved because HDC alleviated the damage and showed deformation compatibility with steel section and stirrups. Results calculated by direct strut-and-tie model are conservative for the design of SRC-CDB and SRD-CDB.

Flexural fatigue properties of a polyvinyl alcohol-engineered cementitious composite

The flexural fatigue properties of a recently developed polyvinyl alcohol-engineered cementitious composite (PVA-ECC) using local dune sand were investigated. Fatigue flexural tests were conducted under a four-point bending setup. Normal concrete beams were also tested as a benchmark. To determine the stress range versus fatigue life relationship, five and four stress ranges were applied to the PVA-ECC and the normal concrete specimens, respectively. It was found that, compared with normal concrete specimens, the PVA-ECC specimens showed much superior flexural fatigue performance in terms of fatigue strength and deformation capacity, with a more ductile failure mode. Furthermore, typical fatigue performance indicators of the PVA-ECC specimens, including evolution of the midspan deflection, total crack mouth opening displacement, crack width and crack depth of the critical crack that led to final failure, with number of cycles as well as total dissipated energy, were recorded and compared with those of normal concrete specimens. It was observed that the PVA-ECC specimens tested under a stress range of 3 MPa (32% of the flexural strength) did not fail by fatigue after 5·6 million cycles; subsequent static tests demonstrated that they still had good residual flexural properties, including residual flexural strength, deformation capacity, stiffness and energy absorption capacity.

Experimental investigation on the seismic behavior of concrete beams with prestressing carbon fiber reinforced polymer tendons.

Seven prestressed concrete beams and one normal concrete beam were tested to study the seismic performance of concrete beams with prestressing carbon fiber reinforced polymer tendons. The failure modes, hysteretic curves, ductility, stiffness degeneration, and energy dissipation capacity were studied systematically. This study shows that the partial prestressing ratio is the main factor that affects the seismic performance of carbon fiber reinforced polymer prestressed concrete beams. The beam is more resilient to seismic loads as the partial prestressing ratio decreases. Under the same partial prestressing ratio value, the energy dissipation capacity of prestressed concrete beams with unbonded carbon fiber reinforced polymer tendons was better than that of prestressed beams with bonded carbon fiber reinforced polymer tendons. When combining both bonded and unbonded prestressing carbon fiber reinforced polymer tendons, the ductility index of concrete beams was improved. Compared with that of fully unbonded and fully bonded carbon fiber reinforced polymer prestressed concrete beams, the ductility index of concrete beams with combined bonded and unbonded prestressing tendons increased by 26% and 12%, respectively.

Specimen Size and Shape Effects on the Concrete Properties, Thermal Conductivity and Heat Generation from Hydration for Different Concrete Types

The environmental impact, manufacture and the application of concrete have many influences, some of which are influential and complex. Construction engineers are looking for modern ideas and methods that make the building more efficient in terms of functionality, cost, high strength, reduced overloads and increased efficiency of unlimited geometric shapes. The main factor in the improvement and development of concrete structures rely on the engineering characteristics of the substances. The developments in the construction materials, mix proportions, dimensions, mixing, and conditions (temperature) used to enhance the concrete technology, have important impacts on characteristics of concrete strength and heat development manner. The heat generation from concrete reveals the components of concrete materials and mix balances as well as the innovations in structure and environmental circumstances. This research presented an experimental investigation of the significance of the specimen’s shape and the size of the concrete properties durability, thermal conductivity and heat generation. Cylinders, prisms, and cubes of different sizes and shapes will be used. This research concluded that the effect of molds shape and size decreased when the (strength in compression, splitting tensile strength, flexural strength, and concrete density) increasing, that’s mean for ultra-high-strength concrete the difference is much smaller. The concrete hydration due to heat increases with increasing of the concrete strength and size, and the difference in heat transfer with the increasing of specimen’s size decreasing with increasing of concrete size. It is completely identified that the deformation and intensity of reinforced concrete beams depend on the size of the beam. Effect of concrete types (normal 26 MPa, high 46 MPa, and ultra-high-strength concrete 61 MPa) on the design of reinforced concrete beam was studied with three different depth (170, 155 and 150 mm). Results revealed that high strength and ultra-high-strength concrete was able to substitute for the reduction in beams size with the same strength. For concrete that is high or ultra-high-strength a reduction in the beam depth of about (8.82%) and (11.76%) compared to the normal concrete beam where achieved.

Experimental Investigation of Corrosion Cracking in Reinforced Concrete Beams Containing Nano Wollastonite

Cracking of the concrete cover due to corrosion is defined as the serviceability limit state of reinforced concrete structures. This study evaluated the influence of a mineral admixture i.e. nano wollastonite on corrosion performance and serviceability of reinforced concrete structures by performing an accelerated corrosion test on ten reinforced concrete beams under a sustained load. To do so, five concrete beams were treated with nano wollastonite (NCW), while the others were normal concrete beams (NC). The results were discussed in terms of corrosion crack patterns, crack width, half-cell potentials, rebar mass loss, and rebar diameter degradation at different corrosion levels. The results showed that the incorporation of nano wollastonite in reinforced concrete beams increased the service life by increasing the initial cracking time, decreasing the corrosion crack growth rate and rebar mass loss. Given the maximum 0.3 mm corrosion crack width as limit state criteria, the lifetime of the NCW reinforced beams was 3.6 times longer than that of Group NC. The experimental results were compared with existing models. However, these models were unreliable in predicting the steel cross-section loss based on crack width. To solve this problem, a GMDH-type neural network model was developed and evaluated using obtained experimental data for NC and NCW beams.

Flexural fatigue behaviour of steel reinforced PVA-ECC beams

This paper presents an experimental investigation of the flexural fatigue behaviour of steel reinforced polyvinyl alcohol-engineered cementitious composite (PVA-ECC) beams. The influence of the PVA-ECC matrix and stirrups on the fatigue strength of steel reinforced beams was studied. Eleven beams, including three steel reinforced normal concrete beams (RC beams), four reinforced PVA-ECC beams with stirrups (RECC beams) and four reinforced PVA-ECC beams without stirrups (RECC-NS beams), were tested under a constant amplitude cyclic loading. The minimum load of each cycle was set at 20% of the static strength of the corresponding beam while the maximum loads ranged from 60% to 90%. Experimental results showed that the RC and RECC beams exhibited flexural failure with fracture of tensile reinforcement bars. By contrast, RECC-NS beams tested under 20–90%, 20–70% and 20–60% load ranges were respectively failed by shear, combined of shear and flexural, and flexural with tensile reinforcement bars yielded. The test results showed that the RECC beams generally had shorter fatigue life than the RC beams when tested under relatively high load ranges. This could be due to greater stiffness degradation which eventually led to a higher stress increasing rate in tensile reinforcement bars of the RECC beams.

Effect of Shear Reinforcement on Flexural Strengths of Normal Weight and Palm-Kernel Shell Reinforced Concrete Beams

The focus of this research is to investigate the effect of shear reinforcement on flexural capacities of reinforced Normal Weight Concrete (NWC) and Palm Kernel Shell Concrete (PKSC) beams. Ten beams were cast: five from PKSC and five from NWC. The beams were with shear reinforcement spacing of 50 mm, 100 mm, 150 mm, 200 mm and without shear reinforcement respectively. The beams were loaded with a point load at beam centre, and the results showed that the flexural capacity of the beams decreases as the spacing of the shear reinforcements increases. The ultimate loads of PKSC beams were lesser than that of NWC beams by 9.0%, 7.1%, 14.5%, 21 and 26.8% for shear reinforcement spacing of 50 mm, 100 mm, 150 mm, 200 mm and for beam without shear reinforcements respectively. The deflections of the PKSC beams were greater than that of the NWC, hence the PKSC beams had more plastic rotation capacity than the NWC beams. The study shows that reinforced concrete beams produced from 20% partial replacement of crushed aggregate by PKS have the potential of being used for structural purposes in low cost buildings. Keywords: Palm Kernel Shell Concrete, Normal weight concrete, Palm kernel shell, Deflection, Shear reinforcement.

Retrofitting of different types of reinforced concrete beams after exposed to elevated temperature

The development of the concrete industry has facilitated the use of nonconventional concrete types, such as high-strength concrete (HSC) and self-compacting concrete (SCC). Normal concrete (NC) beams experience a significant reduction in their strength after fire exposure. An experimental program is designed to investigate the effect of different levels of temperature on the most common concrete types and the effect of different retrofitting techniques to restore the capacity of reinforced concrete beams. Thirty-one beams were casted using NC, SCC, and HSC. Twenty-eight beams were subjected to temperatures of 400 °C and 600 °C for 60 min and 120 min to evaluate the beam behaviour under indirect fire conditions. Carbon fibre reinforced polymer (CFRP) laminates, bonded steel plates, and concrete jacketing have been used for beam capacity retrofitting. The exposure time at a high temperature level had a significant effect on the behaviour of the different beams, especially those with NC, which underwent a dramatic reduction in strength after being subjected to 600 °C for 2 h. The SCC beams had an acceptable behaviour under elevated temperature conditions. All the retrofitting techniques had a positive effect on SCC and HSC beams, but the bonded steel plate and CFRP techniques did not produce a noticeable effect on NC at 600 °C. The reinforced concrete jacket had a satisfactory effect in the drastically deteriorated beams.

The Structural Characteristics of Lightweight Aggregate Concrete Beams

This paper aims to investigate the structural behavior of reinforced lightweight concrete beams. Attapulgite aggregate and crushed clay brick aggregate were used as coarse lightweight aggregate to produce structural lightweight aggregate concrete with 25 Mpa and 43.6 Mpa cube compressive strength and 1805 Kg/m3 and 1977 Kg/m3 oven dry density respectively. The result of reinforced lightweight concrete beams compared with reinforced normal weight concrete beams, which have 50.5 Mpa cylinder compressive strength and 2317 Kg/m3 oven dry density. For each type of concrete two reinforced concrete beams with (1200 mm length × 180 mm height × 140 mm width), one of them tested under symmetrical two-points load STPL (a/d = 2.2) and another one tested under one-point load OPL (a/d=3.3) at 28 days. The experimental program shows that a structural lightweight aggregate concrete can be produced by using Attapulgite aggregate with 25 MPa cube compressive strength and 1805 Kg/m3 oven dry density and by using crushed clay brick aggregate with 43.6 MPa cube compressive strength and 1977 Kg/m3 oven dry density. The weight of Attapulgite aggregate concrete and crushed clay bricks aggregate concrete beam specimens were lower than normal weight aggregate concrete beams by about 20.56% and 13.65% respectively at 28 days. As for the ultimate load capacities of beam specimens, the ultimate load of Attapulgite aggregate concrete beams tested under STPL were lower than that of crushed clay bricks aggregate concrete beams and normal weight aggregate concrete beams by about 4.85% and 5% respectively. While the ultimate load capacities of reinforced Attapulgite concrete beams tested under OPL were lower than that of reinforced crushed clay bricks aggregate concrete beams and reinforced normal weight aggregate concrete beams by about 10.3% and 10.5% respectively. Finally, Attapulgite aggregate concrete and crushed clay bricks aggregate concrete showed ductility and toughness less than that of Normal weight aggregate concrete.