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A case study of T-beams with hybrid section shear characteristics of reactive powder concrete

  • Rafid Saeed Atea EMAIL logo , Rasha A. Aljazaari and Hasanain M. Dheyab
Published/Copyright: July 17, 2023
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Open Engineering
From the journal Open Engineering Volume 13 Issue 1

Abstract

As an extension of recent developments in concrete understanding, an extensive study is currently being conducted on the structural performance of reactive powder concrete (RPC). This article guides how to investigate the shear behavior of RPC T-beams and calculate their ultimate and breaking shear capacities. The mechanical features of this construction material and approach to revising the reactive powder shear hybrid segment T-beams are cast-off in this motion and are investigated in this experimental study. To evaluate the effects of volumetric ratio of steel fibers, silica fume ratio, and tensile steel ratio, introductory section on the effectiveness of T-beam shearing reactive powder, the program of experimentation involved trying four beams. The research aimed to determine the deflection conduct of the load, downtime approach, strain amount over the beams’ depth, and failure form of cracks. In examining reaction powder’s mechanical characteristics mixtures, steel fiber volumetric ratio and silica fume volumetric ratio were also studied. Furthermore, a hybrid beam study revealed that by using reactive powder web and regular concrete in flange effectively, T-beam concert is enhanced when associated with normal concrete T-beams by 12%. Hybrid beams have also revealed that using reactive powder flange and usual concrete in a web effectively advances the show of T-beams when associated with standard concrete T-beams by 28%.

Keywords: reactive powder; steel fiber; silica fume

1 Introduction

Reactive powder concrete (RPC) is a high-performance cementitious material with imperfect shrinkage and creep, low permeability, ultra-high strength, and amplified corrosion resistance. In 2015, Yoo and Yoon [1] explored the influence of different fibers within the flexural conduct of strengthened UHPFRC beams. A moment’s maximum capacity was unaffected by fiber geometry, although lengthy steel fibers pointedly improved post-peak reaction and flexibility. In 2016, Rahman et al. [2] added fibers to plastic concrete to increase its compressive and tensile strengths as well as to control cracking and enhance its durability. All these fibers are used in fiber-reinforced concrete throughout the world. RPC having all the ingredients in powder form is one of the modern types of ultra-high strength concrete where silica fume (SF) is used as pozzolana to achieve high strength. This article focuses on the effect of adding organic fibers (polypropylene) on compressive and tensile strengths of RPC. The organic fibers (polypropylene) produce RPC’s compressive and tensile strengths. Furthermore, bending tests of plain RPC samples have been completed and characterized in the form of curves for load–deflection for fiber additions of 0.25–2% (with a 0.25% increment) by weight. In 2018, Alwash and Al-Sultan [3] studied the consequence of two types of fibers (steel fibers and polypropylene fibers) on flexural behavior as well as some important possession (compressive and splitting) assessment of RPC related to normal strength concrete. In 2021, Dawood and Abdullah arranged using different percentages of waste glass powder, steel slag, and SF, compressive and flexural strengths have been tested for such green mortar [4]. In 2022, AL-Shaar et al. presented finite element (FE) modeling using the ABAQUS program to investigate the numerical analysis of high-strength reinforcing steel with conventional strength in reinforced concrete beams under monotonic loading [5].

2 Materials

2.1 Production materials

There is computed normal concrete, and the relevance of a powder that reacts employing disparate preparations preceding the concert of beams in the casting-off products, cement [6], sand, gravel [7], and conventional water is processed without any additions. Also SF [8] and steel [10] fibers are cast-off for reactive powder concrete for RPC T-beams.

2.2 SF

Table 1 displays the chemical forms of SF cast-off in this exploration. SF meets the requirements [8].

Table 1

Chemical characteristics of SF

Oxide composition Abbreviation Oxide satisfied (%) Maximum requirement for conditions
Silica SiO2 94.87 85.0 (min)
Alumina Al2O3 1.18 −
Iron oxide Fe2O3 0.09 −
Lime CaO 0.23 −
Magnesia MgO 0.02 −
Sulfate SO3 0.25 −
Oxygenated potassium K2O 0.48 −
Ignition injury L.O.I. 2.88 6.0 (max)
Moisture level − 0.48 3.0 (max)

2.3 Superplasticizer (SP)

Glenium 51 is a fantastic effective concrete SP employed in this amendment [9] (Table 2).

Table 2

Properties of SP

Method Viscous liquid
Marketable name Glenium 51
Chemical composition Naphthalene formaldehyde condensates
Secondary impact Improvement in early and final compressive strength
Color Light brown
Comparative density 1.1 g/cm3 at 20°C
pH 6.6
Viscosity 128 ± 30 cps @ 20°C
Transference Not considered to be dangerous
Labeling No hazard label obligatory
Chloride satisfied None

2.4 Steel fibers

Steel fibers with high performance were utilized in the study [10], and their attributes are listed in Table 3.

Table 3

Steel fiber characteristics

Configuration Property Specification
Description Hooked
Length 30 mm
Diameter 0.375 mm
Density 7,800 kg/m3
Tensile strength 1,800 MPa
Modulus of elasticity 200 GPa
Aspect ratio (L f/D f) 80

2.5 Steel reinforcement

Three 1,000 mm long specimens, each with insignificant diameter, are put on trial to determine the stress on middling yield f y and ultimate toughness f u [11] (Table 4).

Table 4

Steel bars’ characteristics

Minor diameter (mm) Real diameter (mm) f y (MPa) f u (MPa) Extension (%)
10 10.06 490 635 11
12 12.05 458 643 12
20 20.11 580 680 14

3 Mixing concrete

In this study, two types of concrete compositions were discarded.

3.1 Typical concrete mixture

Cement, fine aggregate, coarse aggregate, and water were all thrown away in a conventional concrete composition, including molding the ordinary and web in hybrid beams. RPC1, RPC2, and RPC3 (normal, RPC1, RPC2, and RPC3).

3.2 Concrete mixes with reactive powders

The quantities of materials of all mixtures are given in Tables 5 and 6 (Figure 1).

Table 5

Characteristics of various RPC mix types

Combination♣ Cement (kg/m3) Sand (kg/m3) SF* (%) SF (kg/m3) w/cementitious SP** (%) Steel fiber*** (%) Steel fiber (kg/m3)
M0,25 1,000 1,000 25 250 0.2 1.7 0 0
M1,25 1,000 1,000 25 250 0.2 1.7 1 78
M2,25 1,000 1,000 25 250 0.2 1.7 2 156
M2,20 1,000 1,000 20 200 0.2 1.7 2 156
M2,15 1,000 1,000 15 150 0.2 1.7 2 156

♣ The letter M denotes mix no. *SF weight as the total cement weight. ** SP, percent of binder weight. ***Ratio of total mixture volume.

Table 6

Beam details and concrete properties

Group no. Parameter Beam V f (%) SF (%) Tensile reinf. Concrete in section
1 Changing concrete in section N.C. − − 2ϕ12 Normal in all section
RPC1 2 25 2ϕ12 RPC in all section
RPC2 2 25 2ϕ12 RPC only in the flange
RPC3 2 25 2ϕ12 RPC only on the web
Figure 1 Cross-sectional and dimension details and beam reinforcement (normal, RPC1, RPC2, and RPC3). *All dimensions in (mm).
Figure 1

Cross-sectional and dimension details and beam reinforcement (normal, RPC1, RPC2, and RPC3). *All dimensions in (mm).

3.3 Mechanical properties of RPC

All the observations are shown in Table 7.

Table 7

Results of mechanical properties of hardened concrete tests

No. of mix Mix type Steel fiber V f (%) SF (%) f c ′ * (MPa) [12] f t** (MPa) [13] f r*** (MPa) [14] E c**** (MPa) [15]
1 M0,25 0 25 74.62 5.49 5.29 40,611
2 M1,25 1 25 78.43 5.63 5.48 41,711
3 M2,25 2 25 88.27 6.176 5.82 44,213
4 M2,20 2 20 83.45 5.89 5.67 42,794
5 M2,15 2 15 80.23 5.79 5.57 42,113
6 M normal − − 27.84 3.054 3.19 24,531

* f c ′ (MPa): strength in compression. **f t (MPa): splitting tensile capability. ***f r (MPa): rupture modulus. ****E c (MPa): elastic modulus.

3.4 Load–mid-span deflection according to concrete type (hybrid section)

Normal, RPC1, RPC2, and RPC3 load–mid-span deflections are confirmed in Figure 2.

Figure 2 Hybrid section’s effects on mid-span deflection curves of T-beams.
Figure 2

Hybrid section’s effects on mid-span deflection curves of T-beams.

3.5 Inclined crack width

A fracture detection pocket microscope was cast-off to portion the major crack in the beam. Figure 3 shows the relation between loads and crack width. From this figure, it is clear that beams through a higher a/d ratio at an equal load level showed higher crack width. It is also observed that figure beams with web reinforcement have a smaller crack width than those without web reinforcement. But at the load step just before failure, beams with web reinforcement showed higher crack width, and the failure did not occur suddenly.

Figure 3 Width of a load-inclined crack.
Figure 3

Width of a load-inclined crack.

3.6 Distribution of strains

The concrete strains in the middle of the spectrum part of the confirmed beams were unhurried on seven different points, as shown in numbers. Figure 4 depicts the location where the strain was measured for each beam. In Figure 5, for all beams, the tensile strain at the load path’s middle length was measured.

Figure 4 Location of strain gauge.
Figure 4

Location of strain gauge.

Figure 5 Load–concrete strain (by electrical strain gauges).
Figure 5

Load–concrete strain (by electrical strain gauges).

4 Numerical element work

To analyze the beams, FEs are obsolete; the ABAQUS application provides choices for describing several types of material behavior; eight-node isoparametric brick pieces represent concrete. Employing four-node link components for steel reinforcement [16]. Figure 6 contains all details.

Figure 6 Modeling of cross-sectional and reinforcement for T-beam.
Figure 6

Modeling of cross-sectional and reinforcement for T-beam.

4.1 FE results

4.1.1 Displacement for specimens

Figures 7–10 express that the investigative data and computational load for these species’ center beam deflection for direction Y are arranged correctly.

Figure 7 Displacement for mid-specimen N.C.
Figure 7

Displacement for mid-specimen N.C.

Figure 8 Displacement for mid-specimen RPC1.
Figure 8

Displacement for mid-specimen RPC1.

Figure 9 Displacement for mid-specimen RPC2.
Figure 9

Displacement for mid-specimen RPC2.

Figure 10 Displacement for mid-specimen RPC3.
Figure 10

Displacement for mid-specimen RPC3.

4.1.2 Concrete strain distribution

Figures 11–13 express the numerical concrete plastic-strain distribution of beams and damage. It can be seen from these figures that the largest strain occurred along the load path where the tending fracture occurred. Additionally, it showed that the position where the largest rate of strain followed was slightly below the midpoint of the load path, which corresponds to the location where the maximum crack width was confirmed in the exploratory study (Figure 14).

Figure 11 Analysis of strain variation and damage in specimen N.C.
Figure 11

Analysis of strain variation and damage in specimen N.C.

Figure 12 Analysis of strain variation and damage in specimen RPC1.
Figure 12

Analysis of strain variation and damage in specimen RPC1.

Figure 13 Analysis of strain variation and damage in specimen RPC2.
Figure 13

Analysis of strain variation and damage in specimen RPC2.

Figure 14 Analysis of strain variation and damage in specimen RPC3.
Figure 14

Analysis of strain variation and damage in specimen RPC3.

5 Conclusions of the experimental work

  1. The insertion of steel fibers significantly improves the strength in compression ( f c ′ ) of RPC according to the results. When fibers are present in portions of volume of 0.5, 1.0, 1.5, and 2.0%, the compressive strength is increased by 20, 25.6, 32, and 41%, respectively, over fibro-free RPC. The impact of steel strands’ tensile strength at splitting and rupture modulus is still greater. Over the nonfibrous RPC, the tensile strength of the splitting was improved by 67.3, 100, 163.6, and 180%, respectively, while the modulus of rupture increased by 75.4, 110.5, 164, and 233.3% with the rise in fiber volume by the same amount.

  2. Although the number of steel fibers in the RPC combination had no consequence on the primary diagonal cracking stress, it does impact the ultimate load. The diagonal cracking load increases by 20.0, 20.0, 30.0, and 40.0% when the fibers’ volume proportion increases from 0 to 0.5, 1.0, 1.5, and 2.0, respectively, and is associated with nonfibrous RPC beam. In addition, with the equivalent rise in fiber volume percentage, the final strength in shear of nonfibrous RPC specimens also increases by 87.3, 97.2, 118.3, and 132.4%, respectively.

  3. When the SF content is the same amount diagonal cracking load is raised by 7.14 the RPC beams are increased from 5 to 10, 15, and 21.4%, respectively, while the total load rises by 6.06 and 9.09%.

  4. Curves of load deflection for steel-fiber beams (0, 1, and 2%), an expression that as the steel fiber volumetric ratio rises, the deflection reduces at a given load level at all loading steps due to an upsurge in stiffness.

  5. SF in concentrations ranging from 15 to 25% does not affect the major fracture capacity, ultimate shear, or RPC T-beams deflection in the middle of its span. The major fracture load, ultimate deflection of the mid-span, and shear strength, on the other hand, grow from 15 to 25% with percentages of 17, 10, and 15%, respectively.

  6. RPC cylinders tested in compression had a peak strain of 0.0025. Peak strain was increased by 44, 60, 72, and 92% when portions of volume at 0.5, 1.0, 1.5, and 2.0% of steel fibers were added, resulting in 0.0036, 0.0040, 0.0043, and 0.0048, respectively.

  7. The displacement curves and strain distribution figures used to describe the behavior of the FE models generally exhibit high agreement with the corresponding experimental curves.

  1. Conflict of interest: The authors state no conflict of interest.

  2. Data availability statement: Most datasets generated and analyzed in this study are comprised in this submitted manuscript. The other datasets are available on reasonable request from the corresponding author with the attached information.

References

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Received: 2023-01-24
Revised: 2023-02-23
Accepted: 2023-03-06
Published Online: 2023-07-17

© 2023 the author(s), published by De Gruyter

This work is licensed under the Creative Commons Attribution 4.0 International License.

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https://doi.org/10.1515/eng-2022-0424
Keywords for this article
reactive powder; steel fiber; silica fume
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  56. Assessment for behavior of axially loaded reinforced concrete columns strengthened by different patterns of steel-framed jacket
  57. Novel graph for an appropriate cross section and length for cantilever RC beams
  58. Discharge coefficient and energy dissipation on stepped weir
  59. Numerical study of the fluid flow and heat transfer in a finned heat sink using Ansys Icepak
  60. Integration of numerical models to simulate 2D hydrodynamic/water quality model of contaminant concentration in Shatt Al-Arab River with WRDB calibration tools
  61. Study of the behavior of reactive powder concrete RC deep beams by strengthening shear using near-surface mounted CFRP bars
  62. The nonlinear analysis of reactive powder concrete effectiveness in shear for reinforced concrete deep beams
  63. Activated carbon from sugarcane as an efficient adsorbent for phenol from petroleum refinery wastewater: Equilibrium, kinetic, and thermodynamic study
  64. Structural behavior of concrete filled double-skin PVC tubular columns confined by plain PVC sockets
  65. Probabilistic derivation of droplet velocity using quadrature method of moments
  66. A study of characteristics of man-made lightweight aggregate and lightweight concrete made from expanded polystyrene (eps) and cement mortar
  67. Effect of waste materials on soil properties
  68. Experimental investigation of electrode wear assessment in the EDM process using image processing technique
  69. Punching shear of reinforced concrete slabs bonded with reactive powder after exposure to fire
  70. Deep learning model for intrusion detection system utilizing convolution neural network
  71. Improvement of CBR of gypsum subgrade soil by cement kiln dust and granulated blast-furnace slag
  72. Investigation of effect lengths and angles of the control devices below the hydraulic structure
  73. Finite element analysis for built-up steel beam with extended plate connected by bolts
  74. Finite element analysis and retrofit of the existing reinforced concrete columns in Iraqi schools by using CFRP as confining technique
  75. Performing laboratory study of the behavior of reactive powder concrete on the shear of RC deep beams by the drilling core test
  76. Special Issue: AESMT-4 - Part I
  77. Depletion zones of groundwater resources in the Southwest Desert of Iraq
  78. A case study of T-beams with hybrid section shear characteristics of reactive powder concrete
  79. Feasibility studies and their effects on the success or failure of investment projects. “Najaf governorate as a model”
  80. Optimizing and coordinating the location of raw material suitable for cement manufacturing in Wasit Governorate, Iraq
  81. Effect of the 40-PPI copper foam layer height on the solar cooker performance
  82. Identification and investigation of corrosion behavior of electroless composite coating on steel substrate
  83. Improvement in the California bearing ratio of subbase soil by recycled asphalt pavement and cement
  84. Some properties of thermal insulating cement mortar using Ponza aggregate
  85. Assessment of the impacts of land use/land cover change on water resources in the Diyala River, Iraq
  86. Effect of varied waste concrete ratios on the mechanical properties of polymer concrete
  87. Effect of adverse slope on performance of USBR II stilling basin
  88. Shear capacity of reinforced concrete beams with recycled steel fibers
  89. Extracting oil from oil shale using internal distillation (in situ retorting)
  90. Influence of recycling waste hardened mortar and ceramic rubbish on the properties of flowable fill material
  91. Rehabilitation of reinforced concrete deep beams by near-surface-mounted steel reinforcement
  92. Impact of waste materials (glass powder and silica fume) on features of high-strength concrete
  93. Studying pandemic effects and mitigation measures on management of construction projects: Najaf City as a case study
  94. Design and implementation of a frequency reconfigurable antenna using PIN switch for sub-6 GHz applications
  95. Average monthly recharge, surface runoff, and actual evapotranspiration estimation using WetSpass-M model in Low Folded Zone, Iraq
  96. Simple function to find base pressure under triangular and trapezoidal footing with two eccentric loads
  97. Assessment of ALINEA method performance at different loop detector locations using field data and micro-simulation modeling via AIMSUN
  98. Special Issue: AESMT-5 - Part I
  99. Experimental and theoretical investigation of the structural behavior of reinforced glulam wooden members by NSM steel bars and shear reinforcement CFRP sheet
  100. Improving the fatigue life of composite by using multiwall carbon nanotubes
  101. A comparative study to solve fractional initial value problems in discrete domain
  102. Assessing strength properties of stabilized soils using dynamic cone penetrometer test
  103. Investigating traffic characteristics for merging sections in Iraq
  104. Enhancement of flexural behavior of hybrid flat slab by using SIFCON
  105. The main impacts of a managed aquifer recharge using AHP-weighted overlay analysis based on GIS in the eastern Wasit province, Iraq
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