Journal of Materials Research and Technology Journal of Materials Research and Technology
Original Article
Investigation of torsional behavior and capacity of reactive powder concrete (RPC) of hollow T-beam
Hussein M. Ashour Al.Khuzaiea, Rafid Saeed Ateab,,
a College of Engineering/University of Muthanna, Samawah, Iraq
b Najaf Technical Institute/Al-Furat Al-Awsat Technical University, Al Kufah, Iraq
Received 09 April 2017, Accepted 12 October 2017

A hollow reinforced concrete T-beams were investigated under the effect of pure tension experimentally, which are made of reactive powder concrete (RPC). This concrete was produced with adding steel fiber and silica fume in different dosages. The present work aims at studying the effect of the steel fiber volumetric ratio (Vf) and silica fume content (Sf) on the behavior of hollow T-beam under pure torsion and so, on its torsional capacity. For this purpose T-beams were simply supported with 1400mm length, 100mm web width, flange width 220mm and 160mm height were tested. It was found that the addition of 2% steel fibers to concrete mix increased the cracking and ultimate torque of the RPC hollow T-beam. An increase of 184% in cracking torque and 66% in ultimate torque for hollow section was achieved while the other properties kept constant.

Ultra high-performance concrete, Reactive powder concrete, Steel fiber, Silica fume, Hollow T-beam
This article is only available in PDF

Ultra-high performance concrete (UHPC) in recent decades has been considered as a new developed type of concrete. It became widely used in bridge construction and retrofit in the construction market at the beginning of the new millennium. UHPC mainly produced by mixing cementitious based composite materials reinforced by discontinuous fibers [1].

UHPC tends to exhibit superior properties such as advanced strength, durability, and long-term stability [2]. The compressive strength of this type of concrete is greater than 150MPa, internal fiber reinforcement used to ensure non-brittle behavior, and a high binder content with special aggregates.

Furthermore, UHPC possesses sufficient rheological properties due to very low water content which causes by enhancing the packing of granular content and adding admixtures of ability in reduction the water absorption [3].

One of the types of UHPC is reactive powder concrete (RPC). RPC is recognized as an outstanding material that can be characterized by both, ultra-high strength and excellent durability through the inclusion of short steel fiber reinforcement [4]. RPC is of high compressive strength may reach more than 200MPa along with flexural strength may exceed 40MPa [5]. Many developments were done to enhance RPC properties and method of construction for many structures by many researchers [6].

Silvia et al. [7] studied the effect of fiber type on the performance of RPC. The RPC mixture of 1m3 was composed of 904kg cement, 226kg silica fume, 944kg sand of 0.1mm particle size, 12.3kg of carboxylate acrylic superplasticizer, 181kg of steel fibers, and water–cement ratio (w/c ratio) was 0.24. Four different types of fiber were used; brass plated steel (13/0.18), deformed steel (30/0.45), deformed steel (30/0.62) and deformed galvanized steel fibers (30/0.62). The results showed that the RPC mixes produced with brass plated fibers gave compressive and flexural strength higher than RPC containing the other types of fibers.

Ma and Orgass [8] carried out a comparative investigation on two UHPC, one containing coarse aggregates of basalt type with grades of 2–5mm, while the other was without coarse aggregate, i.e. RPC mainly was in the concrete proportion. The cementitious paste volume fraction in the first type of UHPC was about 20% lower than that in RPC type possessing similar compressive strength and fluid ability. It was found that the cement content in UHPC could be lower than 550kg/m3, while in RPC it could range between 700kg/m3 and 1000kg/m3, and that during mixing the UHPC containing coarse aggregate was easier to fluidize and homogenize and therefore the mixing time should be less. Both types of UHPC showed a high and quickly developing autogenous shrinkage.

Ibraheem [9] studied the compressive stress–strain relationships for different RPC mixes. A general mathematical equation for expressing such relationships was derived. The mechanical properties of RPC including compressive strength, density, absorption, and flexural behavior were all established experimentally in this study. Three main variables have been used for the purpose of this investigation to produce different RPC mixes, which were: type of pozzolanic admixture, type of fibers, and volume fraction of fibers. It was found that the use of steel fibers with high volume fraction in an RPC mix increased the compressive strength and density of the concrete and reduced its absorption unlike RPC mix using polypropylene fibers. With regard to the compressive stress–compressive strain relationships of RPC. The shape of the stress–strain curve drafted from the results of this study did not affect significantly due to these three main variables in its elastic region, while the shape of this curve of the descending portion has mainly affected by the type and volume of the fibers used. Moreover, RPC with the steel fibers of the highest volume fraction exhibited best results in terms of ductility and toughness.

Al-Hassani et al. [10] carried out a parametric study of some mechanical properties of RPC, which are necessary for the design process. This study was devoted to investigate the effect of; silica fume content (Sf), steel fibers volume fraction (Vf) and superplasticizer type (Sikament®-163N, PC200) on the following properties: compressive strength, tensile strength (direct, splitting and flexural), flexural toughness, load-deflection capacity and static modulus of elasticity. This study resulted in increasing the compressive strength with an increase of Sf while it was noticed that the increase in the tensile strength was insignificant. Due to using the steel fibers, the tensile strength has been increased considerably. Both Sf and Vf variables enhanced the load-deflection behavior, and so, the ductility and fracture toughness of RPC increased.

Many types of the beam may experience torsion in addition to bending, and shear stresses when the line of loading is away from the vertical plane of bending. Spandrel beam and end beam and others beam may be considered as examples of the mentioned statues of loading.

For analysis the beam for torsion, it can be considered as a thin walled box for the hollow beam. As it is well-known that concrete is a brittle material, so torsion may cause sudden failure and crushing the concrete. Therefore, it is necessary to investigate the strength of RPC against torsion.

Abdul-Hussein [11] studied the behavior of reinforced RPC rectangular beams in torsion, the work included testing 15 beams segments of solid and hollow sections under torsional forces. In production these fifteen beams, it have been used different volumetric dosages of fibers along with variable ratios of transverse and longitudinal steel rebar. The study has been carried out to investigate the influence of volume of a fraction of fibers, beam shape (solid section and hollow section) and the effect of transverse and longitudinal reinforcement ratio on the ultimate torsional capacity of these beams. The results show that by adding 1% steel fibers to the concrete mix, significantly increasing the cracking and ultimate torques. An increase, as longitudinal and transverse reinforcement ratios (ρs) were both kept constant and equaled to 0.02, of 43% and 66% in cracking torque and 57.7% and 53.2% in ultimate torque for the solid and hollow section has been achieved respectively.

Al-Hassani and Ibraheem [12] proposed an equivalent bi-linear compressive stress block for RPC sections under pure bending moment based on experimental stress–strain curves conducted by Ibraheem [9].

A research to investigated the effect of concrete cover on the behavior of ultra-high performance fiber reinforced concrete rectangular solid beams under pure torsion was performed by Ismail [13] as a PhD work at Kassel University in Germany. Four rectangular solid beams of under-reinforced ultra-high performance fiber reinforced concrete were prepared for testing under pure equilibrium torsion. The results of this study revealed that both peak torsional capacity and that at crack loads were increased up to 113% and 134% of the estimated value based on thin walled tube theory, respectively. In addition to that, it was found that the twisting angle at ultimate load and shear strain in concrete decreased up to 64.9%, 40.1%, respectively.

As per the summary done by Ismail [13] of the work performed by Oettel and Empelmann, which have been carried out for investigation of torsional carrying capacity of hollow beams produced using UHPC with reinforcing by one type of steel fibers of different volumetric dosages along with silica fume ratio (Sf) of 1.25% and 2.5%, it was found that the torsion carrying capacity increased by 20% of the cracking torsion for beams reinforced only by 2.5% of steel fibers.

Accordingly, this work devoted to studying experimentally the effect of adding silica fume in two different percentages with fibers of different volumetric content on the structural torsional capacity of RPC hollow T-beams and their torsional behavior under these circumstances.

2Experimental work2.1Materials and methods

The experimental program of this study is focusing on determination of torsional capacity and torsional behavior of a RPC hollow T-beam. The variables are silica fume (Sf) with different weight percentages and volume fractions of steel fibers (Vf), including 0%, 0.5%, 1.0%, and 2.0%. Hollow T-beams were cast using RPC considering the adding of silica fume and steel fibers. A reference beam was made of plain concrete.

Ordinary Portland cement (type I), which is brought from Taslouja cement factory in Iraq, was used in mixing all the concrete specimens. Chemical and physical properties of this cement were given in Tables 1 and 2, respectively [14]. The coarse and fine aggregate was brought from a local quarry. The grading of the fine aggregate is shown in Table 3 and in Fig. 1 in accordance with the B.S. specification No. 882/1992 [15,16]. The physical properties of the fine aggregate presented in Table 4. Three sizes of deformed steel reinforcing bars were used as longitudinal reinforcement of diameter (5, 6, and 8mm), while deformed steel bars of diameter 8mm, were used as closed stirrups, the properties of these steel rebars are shown in Table 5.

Table 1.

Chemical analysis and compound composition of the cement.a

Chemical componentBy the weight, %IQS 5/1984 limitations of ordinary cement
Name  Symbol 
Loss on ignition  L.O.I  1.61  Not more than 4% 
Silicon dioxide  SiO2  22.9  N/A 
Aluminum oxide  Al2O3  5.05  N/A 
Iron oxide  Fe2O3  4.58  N/A 
Calcium oxide  CaO  58.96  N/A 
Magnesium oxide  MgO  2.05  Not more than 5% 
Sulphur trioxide  SO3  2.37  Not more than 2.8%when C3A more than 5% 
Insoluble residue  I.R  1.0  Not more than 1.5% 
Tricalcium aluminates  C35.59  N/A 
Lime saturation
L.S.F  0.72  0.66–1.02 
Main compounds (Bougue's equations)
C328.97  N/A
C4AF  13.97 

Chemical analysis and compound composition of the cement.

Table 2.

Physical properties of the cement.a

Physical propertyValueIQS 5/1984 limitations of sulphate resistance cement
Name  Unit 
Specific surface area  cm2/g  3200  Not less than 2300 
Initial setting time  minutes  175  Not less than 45 
Final setting time  hour  3.8  Not more than 01 
Compressive strength at 3 days  MPa  25  Not less than 15 
Compressive strength at 7 days  MPa  32  Not less than 23 
Soundness by autoclave method  0.35  Not more than 0.8 

Physical properties were found at construction laboratory of College of Engineering, University of Basra.

Table 3.

Grading of aggregate.

Sieve size (mm)  Original cumulative passing, %  Final cumulative passing, %  Limits of B.S 882:1992 fine grading 
9.52  100  100  100 
4.75  100  100  100 
2.36  100  100  80–100 
1.18  100  100  70–100 
0.600  93.80  100  55–100 
0.300  60.90  66.67  5–70 
0.150  11.75  14.14  0–15 
Figure 1.

Grading curve of the sand.

Table 4.

Physical properties of fine aggregate.a

Properties  Test results  Limit of I.O.S.45/1984 
Apparent specific gravity  2.88   
Bulk Density (kg/m31784   
Absorption (%)  0.79   
Density (kg/m32578   
Sulphate content, SO3 (%)  0.4%  0.5% 
Organic (%)  0.73%   
Clay content (%)  2.4%  5% 

The test was carried out by construction laboratory in the College of Engineering, University of Basra.

Table 5.

Specification and tension test results of steel bars [19].a

Nominal diameter, mm  Yield stress, MPa  Actual diameter, mm  Weight per unit length, kg/m  Ultimate strength, MPa  Elongation, %  Variation in diameter, % 
679  4.88  0.146  985  –  2.7 
666  6.06  0.225  912  –  2.5 
580  7.82  0.407  733  13.6  – 

Specification and tension test results of steel bars [19].

Table 6 shows the characteristics of the steel fibers used in this investigation. A photo presented in Fig. 2 shows this type of steel fiber. A superplasticizer, Flocrete PC 260, which conforms to ASTM C494-99 [17] type A and G, was used in the mixes, Appendix 1. Gray densified grade 920 D silica fume was used [18], it was brought from Elkem company in UAE, Appendix 2.

Table 6.

Characteristics of used steel fibers.a

Type of steel fiber  Density (kg/m)  Length of fiber (mm)  Diameter of fiber (mm)  Tensile strength (MPa)  Modulus of elasticity (GPa) 
Straight  7800  13  0.175  2600  210 

As per the manufacturer data (Bekaert Corporation).

Figure 2.

A photo for steel fibers.

As shown in Fig. 3, a schematic diagram illustrating RPC T-beams of 1400mm long were casted in six specimens. For applying the torque on the ends of the beam, the cross section at the ends had a solid rectangular shape as shown in this figure. The cross-section and reinforcement details are shown in Figs. 4 and 5.

Figure 3.

Beam specimen: top; 3D view, middle; plan, lower; side view.

Figure 4.

Section A–A; end of beam with rebar's details.

Figure 5.

Section B–B; showing rebar's details.

The detail information of the loading arrangement was adopted by Zararis and Penelis [20]. To insure the failure will be in the mid zone of the beam, the solid rectangular block at each end of the beam was reinforced with (φ 8mm) stirrups spaced at (50mm) on center.

2.2Mixing and casting process

Four plywood molds were used to cast the RPC beams of the present research. The dimensions and identification of these molds are shown in Table 7. The molds consist of a base and movable sides, with a thickness of plywood (18mm). The sides were fixed by screws to form T shape with rectangular blocks at ends.

Table 7.

Test specimen dimensions and identification.

Beam identity  Silica fume % (SfSteel fiber % (Vfρ  ρ  Flange width (bf), mm  Flange thickness (tf), mm  Type of section 
HR1  250.0  0.010.0222050Hollow T-beam
HR2  0.5 
HR3  1.0 
HR4  2.0 

Before casting, the molds were oiled and the reinforcement mesh was placed in position, and then the molds were vibrated. Table 8 presents the mold dimensions and Fig. 6 shows the plywood mold.

Table 8.

Dimensions of molds.

Flange, mm  Web, mm  End block, mm  Shape 
220×50×1000  100×110×1000  220×160×200  T 
Figure 6.

Plywood molds.

The four types of RPC mixes, as presented in Table 9, were used to cast the main beam specimens as well as their control specimens.

Table 9.

Properties of the different types of RPC mixes [21].

Mix type  Cement, kg/m3  Sand, kg/m3  Silica fumea, %  Silica, fume, kg/m3  w/c  Flocrete PC260b, %  Steel fiber contentc, %  Steel fiber content, kg/m3 
M0-25  1000  1000  25  250  0.2  3.0 
M0.5-25  1000  1000  25  250  0.2  3.0  0.5  39 
M1-25  1000  1000  25  250  0.2  3.0  78 
M2-25  1000  1000  25  250  0.2  3.0  156 
M2-15  1000  1000  15  150  0.2  3.0  156 
M2-20  1000  1000  20  200  0.2  3.0  156 

Percentage of cement weight.


Percentage of binder (cement+silica fume) weight.


Percentage of mix volume.

3Experimental results of concrete3.1Results of mechanical properties

It is necessary to determine the properties of the concrete mix used in production of the beam specimens. Control specimens include five cubes 100mm, three 150mm×300mm cylinders, three 100mm×200mm cylinders, and two 100mm×100mm×500mm prisms for each beam. These specimens were prepared and tested at the same age of beam specimens, all the results are shown in Table 10.

Table 10.

Properties of RPC, control specimen.

Specimen designation  Vf, %  Sf, %  Compressive strength, f’c, (MPa)  Splitting tensile strength, f’t (MPa)  Modulus of rupture, f’r (MPa)  Modulus of elasticity, Ec, (GPa) 
M0-25  0.0  25  96  4.67  4.97  43.96 
M0.5-25  0.5  25  110  8.58  8.08  49.03 
M1-25  1.0  25  122  13.95  14.68  51.04 
M2-25  2.0  25  141  19.98  21.91  54.88 
M2-15  2.0  20  136  16.92  18.38  52.97 
M2-20  2.0  15  130  14.93  17.13  50.08 
3.2Effect of volume fraction of fibers

Figure 7 show the torsional behavior of hollow RPC T-beams (HR1, HR2, HR3 and HR4) with volume fraction of fibers (Vf) of 0%, 0.5%, 1.0%, and 2.0%, respectively. For these beams, transverse steel ratio (ρs) and longitudinal (ρc) were 0.02 and 0.01 respectively, and (Sf) was constant and equaled 25%. This behavior was presented by the torque value in relation with twist angle for each beam. It can be seen clearly that the beams containing steel fibers

Figure 7.

Torque–twist behavior of RPC hollow T-section beams.

Experienced more torsional capacity rather than that beam of zero content of steel fiber. This may be interpreted to the ductility furnished by the steel fibers. It may also be noticed that the first portion of the curves for three beams producing by adding steel fibers has the same trend in spite of different dosage of steel fibers and it can be described as linear trend, while for the control specimen (zero steel fiber) the whole curve does not show this trend.

Table 11 shows both the cracking (Tcr) and ultimate (Tult) torque in relation with volumetric ratio of steel fibers. As the dosage of steel fibers increase, these two torsional capacity increased as shown in Fig. 8. The ultimate torque was increased by about 22%, 44%, and 59% and the crack torque increased by 98%, 139% and 173% as the volume fraction of fibers was increased from zero to 0.5%, 1.0% and 2.0%, respectively. This is due to the presence of steel fiber which improved the ductile behavior of the beams by increasing the tensile strength of RPC concrete.

Table 11.

Effect of variation in steel fiber ratio on cracking and ultimate torque of hollow beams.

Beam no.  Vf, %  Tcr (kNm)  % Increase in Tcr  Tult (kNm)  % Increase in Tult  Tcr/Tult, % 
HR1  4.3  –  18.7    23 
HR2  0.5  8.1  88  21.4  15  37 
HR3  10.2  137  24.7  32  38 
HR4  12.2  184  31.1  66  40 
Figure 8.

Crack (Tcr) and ultimate (Tult) torques of RPC hollow T-beams.

Several diagonal cracks were observed at faces of all fibrous beams with relatively high percentage of fibers, which indicates that the fibers (after beam cracking) continue to resist increasing tensile stresses until the complete pullout of all fibers at a critical crack. The experimental results indicate that the type of beam (hollow) has no major effect on the angle of inclination of the cracks. In general, the number of cracks was larger in hollow beams. All hollow T-beams failed by forming an extensive diagonal torsional crack in the flange due to high torsional shear stress. Fig. 9 shows that increasing the steel fibers content resulted in a decrease in the elongation of the T-beams.

Figure 9.

Effect of steel fiber content on longitudinal elongation of hollow T-beam.

3.3Crack patterns of tested RPC hollow T-beams

All the tested beams failed by full cracking and the rotation took place around the longitudinal axis. The inclination of the failure cracks at the web and flange was the same. Fiber reinforced beams were seen to continue their twisting resistance even after the peak load was reached. Several diagonal cracks were observed to form at all faces of the beam, this assume the redistribution of stresses beyond cracking and the beam continued to resist increasing tensile stresses until a complete pullout of all fibers occurred at critical crack. The beam failed after extensive diagonal torsional cracks were formed in the web and flange, for each tested beam (HR2, HR3, and HR4), the total number of cracks and the maximum crack width at the onset of beam failure were found to be proportional to the percentage of steel content fibers in the beam. Initially, a crack formed at one side of the web and with increasing the applied torque, other cracks developed at the other side of the web and both extended toward the flange to form a complete helical crack pattern around the beam. Failure of beam HR1 was associated with concrete cover spalling at the edge of the flange.


Using silica fume in content of 25% as a filling material in production of RPC beam of hollow T-section leads to increase the compressive strength (f’c) by 12%, while splitting tensile strength, modulus of rupture and modulus of elasticity increased by 32%, 26% and 9%, respectively, in comparison with the concrete of zero content of silica fume.

A maximum of 2.0% fiber content was found optimum to achieve a practical and uniform distribution within the fresh and hardening concrete. If more than this percentage were used, mixing problems would arise as a result of the substantial immediate loss of mix workability and non-uniform fiber distribution with the formation of fiber balling so that great efforts and relatively long vibration time would be required to manufacture the beams.

Nonfibrous RPC is a brittle material and fails suddenly and violently. The addition of steel fibers in discrete forms into RPC changes its brittle mode of failure into a more ductile one and improves the concrete ductility, post-cracking load-carrying capacity, and energy absorption. Fiber addition results in more closely spaced cracks, reduces the crack width, bridges cracks and thus improves resistance to deformation. It was observed that the total number of cracks counted in a fibrous RPC T-beam under pure torsion failure was greater and the crack width was lesser than those in the identical non-fibrous beam for the hollow section.

Results show that there is a significant improvement in the compressive strength (f’c) of RPC due to the addition of steel fibers. The presence of fibers at volume fractions of 0.5%, 1.0% and 2.0% results in increasing the compressive strength by 15%, 27%, and 46%, respectively, and the modulus of elasticity increased by 11.5%, 16.10%, and 24.84%, respectively, over that of nonfibrous RPC. The influence of steel fibers on the splitting tensile strength and modulus of rupture is even more significant. For the same percentage increase in the volume of fibers, the splitting tensile strength increased by 83.72%, 198%, and 278%, respectively, and the modulus of rupture increased by 62.57%, 195%, and 226%, respectively, over the nonfibrous RPC.

The steel fibers became effective after the cracks formation and continued to resist the principal tensile stresses until the complete pullout of all fibers occurred at one critical crack.

An increase of 66% in the ultimate torque (Tult) RPC T-beams was obtained by adding 2% fibers to the concrete mix. The corresponding increase in the cracking torque (Tcr) was 184% for hollow RPC beams, respectively.

It was found that at stages after cracking the length of hollow RPC beams increased almost linearly as the applied torque was increased.

The length of the elastic portion of the torque vs. angle of twist relation was affected by the width of the flange and the reserve strength after first diagonal cracking was less for a beam with small flanges than with wider flanges. The increase in the flange thickness delayed the appearance of the first diagonal crack, but the specimens eventually failed with excessive diagonal cracks in the concrete.

Conflicts of interest

The authors declare no conflicts of interest.

Appendix A
Technical Description of Flocrete PC 260*.

Chemical base  Modified polycarboxylates based polymer 
Appearance/colors  Light yellow liquid 
Freezing point  −7??C approximately 
Specific gravity@25??C  1.1±0.02 
Air entrainment  Typically less than 2% additional air is entrained above control mix at normal dosages 
Dosage  0.5–4.0l/100kg of binder 
Storage condition/shelf life  12 months if stored at temperatures between 2??C and 50??C 

Appendix B

Requirement  Analysis %  Limit of specification requirement ASTM C 1240 
SiO2  86.46a  >85.0 
Moisture content  0.68b  <3.0 
L.O.I  4.02a  <6.0 
Percent retained on 45-μm
(No. 325) Sieve, Max. 
Accelerated Pozzolanic Strength Activity Index with Portland Cement at 7 days, Min. Percent of Control  128.6  >105 
Specific surface, Min, cm2/g  210,000  >15 

Tests were carried out at the General Company of Geological Surveying and Mining/Iraq Ministry of Manufacturing/Baghdad.


According to its certificate of conformity.

Appendix C
Supplementary data

The following are the supplementary data to this article:


K. Kuroha
An application of concrete using AE superplasticizer, high strength concrete
Concr Eng, 37 (1999), pp. 31-35
Ultra high performance fibre-reinforced concretes – interim recommendations
Association Française de Génie Civil, (2002)pp. 1-20
J. Voo,S.J. Foster,R.I. Gilbert,N. Gowripalan
Design of disturbed regions in reactive powder concrete bridge girders
International Conference on High Performance Materials in Bridges, pp. 117-127
A.C.L. Wong,P. Childs,R. Berndt,T. Macken,G.D. Peng,N. Gowripalan
Simultaneous measurement of shrinkage and temperature of reactive powder concrete at early-age using fibre Bragg grating sensors
Cement Concr Compos, 29 (2007), pp. 490-497
I. Kwahk,C. Joh,J.W. Lee
Torsional behavior design of UHPC box beams based on thin-walled tube theory
Engineering, (2015), pp. 101-114
A. Khalil,E. Etman,A. Atla,S. Fayad
Torsional strengthening RC box using prestressing technique
IOSRJ Mech Civ Eng, 12 (2015), pp. 30-41
C. Silvia,R. Troli,S. Monosi,G. Orlando
The influence of the fiber type on the performance of RPC
Ind Ital Cem, 786 (2003), pp. 334-341
J. Ma,M. Orgass
Comparative investigations on ultra-high performance concrete with and without coarse aggregates
Cement and concrete research, Dipl.–Ing., Institute for Massivbau, University of Leipzig, (2007)
Lacer No. 9
S.K. Ibraheem
Stress–strain relationships of reactive powder concrete
University of Technology, (2008)pp. 187
[Ph.D. Thesis]
H.M. AL-Hassani,W.I. Khalil,L.S. Danha
Mechanical properties of reactive powder concrete with various steel fiber and silica fume contents
ACTA Tech Corviniensis Bull Eng, 7 (2014), pp. 47-58
W.G. Abdul-Hussein
Behavior of reinforced reactive powder concrete beams in torsion
University of Technology, (2010)pp. 163
[Ph.D. Thesis]
H.M. Al-Hassani,S.K. Ibraheem
A proposed equation for the evaluation of the nominal ultimate bending moment capacity of rectangular singly reinforced RPC sections
Eng. Technol. J., 29 (2011), pp. 925-934
M. Ismail
Behavior of UHPC structural members subjected to pure torsion
Structural material and engineering series, University of Kassel, (2015)
[Ph.D. Thesis]
Iraqi Specification Limit, No.5/1984, “Portland cement”.
B.S. 882. Specification for aggregates from Natural sources for concrete
British Standards Institute, (1992)
Iraqi Specification Limit. Aggregate from Natural Sources for Concrete, No.45/1984.
ASTM C 494/C 494M – 1999
(1999)pp. 1-9
ASTM C1240-04
Mortar and Grout, (2004)pp. 6
ASTM C78-02. Standard test method for flexural strength.
P. Zararis,G. Penelis
Reinforced concrete T-beams in torsion and bending
ACI J, 83 (1986),
ASTM C39/C39M-2003
(2003)pp. 1-5
B.S. 1881: Part 116: 1983. Methods for Determination of Compressive Strength of Concrete Cubes, January 1983, 1-8.
Corresponding author. (Rafid Saeed Atea
Copyright © 2017. Brazilian Metallurgical, Materials and Mining Association