Experimental Investigation of Hybrid Beams Utilizing Ultra-High Performance Concrete (UHPC) as Tension Reinforcement
Abstract
:1. Introduction
2. Experimental Program
2.1. Materials and Mix Design
2.2. Preparation of the Test Specimens
2.3. Evaluation of Mechanical Properties of UHPC and NC
2.4. Testing Hybrid Beam Specimens
3. Experimental Results and Discussion
3.1. Results and Discussion for UHPC and NC Used in Hybrid Beams
3.1.1. Compressive Strength of UHPC and NC
3.1.2. Split and Direct Tensile Strength of UHPC
3.1.3. Flexural Strength of UHPC
3.1.4. Key Mechanical Properties of UHPC and NC
3.2. Results and Discussion of Hybrid NC-UHPC Beams
3.2.1. Flexural Load Test Results of Hybrid NC-UHPC Beams
3.2.2. Mode of Failure of the Hybrid NC-UHPC Beams
3.2.3. Load–Deflection Response of the Hybrid NC-UHPC Beams
3.2.4. Strain Distribution across the Depth of the Beam
3.3. Analytical Computation of Stresses in Hybrid NC-UHPC Beams
3.3.1. Neutral Axis and Moment of Inertia of Hybrid NC-UHPC Beams
- The beam section remains plane under loads;
- The beam bonding takes place without any slip at the NC-UHPC interface, i.e., there is a perfect bond;
- Properties of NC-UHPC in the hybrid beam are expressed by material constitutive law.
3.3.2. Depth of Neutral Axis
3.3.3. Cracking Load for the Hybrid Beams
3.3.4. Computation of Moment Capacity and Stresses
3.3.5. Comparison of Measured and Calculated Stresses
3.3.6. Comparison of Measured and Calculated Deflection in Beams
4. Conclusions
- The experimental results on small-scale specimens show that hybrid NC-UHPC sections with a thin layer of UHPC in the tension zone below the thicker NC layer can be adopted for simple span beam/one-way slab-type members to carry flexural loads without using passive steel reinforcement. The thickness of UHPC layers should preferably be conserved at a proper depth since a greater thickness is not very efficient structurally as a load-carrying part. Steel reinforcement-free concrete beams and slabs can eliminate corrosion-related durability problems;
- The mode of failure of the tested beams showed cracking in the UHPC layer predominantly with a single wide crack within the middle third. Additionally, the UHPC layer in the tension zone imparts a high ductility to the beam and significantly enhances the cracking resistance and moment capacity due to the presence of steel fiber;
- The moment capacity of a hybrid NC-UHPC beam used in the experimental program (150 × 150 mm) with a 20 mm to 50 mm thick UHPC layer was higher by 55% compared to the plain concrete beam of similar dimensions and span. The average moment capacity of the hybrid section (9 kN·m) was also close to the moment capacity of the NC beam reinforced with steel bars (10.7 kN·m);
- The hybrid NC-UHPC beam behaves linearly elastic up to cracking. This measured strain shows a linear behavior confirming that no bond slip occurs at the UHPC and NC interface in the hybrid beam. The linear behavior allows the usage of the transformed section to evaluate deflection, stress, and flexural bearing capacity. The UHPC layer needs to be partially cured with an unfinished top surface for at least 48 h first, and then the normal concrete is placed over it to increase the bond between both layers and consequently develop a complete composite system without any bond slip at the interface;
- The measured deflection in the hybrid beam at cracking can be computed with a reasonable accuracy using the moment of inertia for a cracked section in which the UHPC layer is cracked to a great extent. The difference between measured and computed deflections ranges from 0.2% to 31%.
Author Contributions
Funding
Institutional Review Board Statement
Informed Consent Statement
Data Availability Statement
Acknowledgments
Conflicts of Interest
References
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Properties | OPC | MS | FA | CA |
---|---|---|---|---|
Physical | ||||
Bulk density (kg/m3) | 3150 | 395 | 1540 | 1600 |
Absorption (%) | - | - | 0.4 | 1.0 |
Specific gravity | 3.15 | 2.25 | 2.53 | 2.67 |
Specific area (cm2/gm) | 3200 | 20,000 | - | - |
Fineness modulus | - | - | 2.22 | 7.11 |
Average particle size (μm) | 1.64 | 0.142 | 600 | 10–20 mm |
Color | Grey | Light grey | - | - |
Chemical compositions (%) | ||||
SiO2 | 22 | 92.5 | - | - |
Al2O3 | 5.64 | 0.72 | - | - |
Fe2O3 | 3.8 | 0.96 | - | - |
CaO | 64.35 | 0.48 | - | - |
MgO | 2.11 | 1.78 | - | - |
SO3 | 2.1 | 0.15 | - | - |
K2O | 0.36 | 0.84 | - | - |
Na2O | 0.19 | 0.5 | - | - |
LOI | 0.7 | 1.55 | - | - |
Details | Copper-Coated Steel Fiber |
---|---|
Type | Straight |
Length | 13 mm |
Diameter | 0.2 mm |
Aspect ratio (L/D) | 65 |
Tensile strength | 2500 MPa |
Type | OPC | MS | FA | CA | Steel Fibers | Superplasticizer | Water |
---|---|---|---|---|---|---|---|
UHPC | 900 | 220 | 990 | - | 157 | 42 | 168 |
NC | 400 | - | 729 | 1092 | - | - | 184 |
Designation | Hybrid Beam Dimensions (mm), See Figure 3 | UHPC Thickness, (t) (mm) | Testing Dimensions (mm), See Figure 3 | a/h Ratio | |||
---|---|---|---|---|---|---|---|
b | h | L | Testing Span | Shear Span, (a) | |||
A20 | 150 | 150 | 760 | 20 | 630 | 240 | 1.6 |
A40 | 40 | ||||||
B20 | 150 | 150 | 1000 | 20 | 900 | 375 | 2.5 |
B40 | 40 | ||||||
C25 | 150 | 200 | 900 | 25 | 750 | 300 | 1.5 |
C50 | 50 | ||||||
D25 | 150 | 200 | 1200 | 25 | 1100 | 475 | 2.4 |
D50 | 50 |
Test | Specimens Size | Results (Average of 3 Specimens) (MPa) | |
---|---|---|---|
UHPC | Compressive strength | 50 mm cube | 172 |
Compressive strength | 75 mm dia. × 150 mm length (cylinder) | 160 | |
Elastic Modulus | 75 mm dia. × 150 mm length (cylinder) | 55,000 | |
Direct tensile strength | Dog-Bone Test Specimen (ASTM D638) | 10 | |
Flexural strength | 40 mm × 40 mm × 160 mm (prism) | 27 | |
Flexural strength (No fibers) | 40 mm × 40 mm × 160 mm (prism) | 13 | |
Splitting tensile strength | 75 mm dia. × 150 mm length (cylinder) | 15 | |
NC | Compressive strength | 100 mm cube | 45 |
Compressive strength | 75 mm dia. × 150 mm length (cylinder) | 40 | |
Elastic Modulus | 75 mm dia. × 150 mm length (cylinder) | 30,000 |
Specimens | Testing Span (mm) | Shear Span (a) (mm) | Shear Span/Total Depth (a/h) | Shear Span/UHPC Thickness (a/t) | Average Experimental Cracking Load (kN) | Average Failure Load (kN) | Average Moment Capacity kN·m |
---|---|---|---|---|---|---|---|
A20 | 630 | 240 | 1.6 | 12 | 45 | 52 | 6.24 |
A40 | 6 | 51 | 70 | 8.4 | |||
B20 | 900 | 375 | 2.5 | 18.8 | 20 | 20 | 3.8 |
B40 | 9.4 | 31 | 34 | 6.4 | |||
C25 | 750 | 300 | 1.5 | 12 | 64 | 70 | 10.5 |
C50 | 6 | 70 | 90 | 13.5 | |||
D25 | 1100 | 475 | 2.4 | 19 | 28 | 28 | 6.7 |
D50 | 9.5 | 38 | 46 | 10.9 |
Hybrid Beam ID | Pcr. (kN) | Level of Load (kN) | % of PU | Measured Strain × 10−6 | Measured NA from Top mm | |||
---|---|---|---|---|---|---|---|---|
Top Side | 1/3rd from Top | 2/3rd from Top | Bottom Side | |||||
A20 | 45 | 12.3 | 23 | −58 | −24 | 8 | 54 | 81 |
24.2 | 45 | −119 | −47 | 20 | 111 | 81 | ||
36.6 | 70 | −119 | −70 | 36 | 262 | 72 | ||
42.5 | 80 | −231 | −80 | 56 | 300 | 69 | ||
48.4 | 90 | −283 | −83 | 112 | 350 | 65 | ||
B20 | 20 | 4.9 | 25 | −44 | −19 | 11 | 39 | 81 |
10.3 | 50 | −99 | −38 | 30 | 91 | 78.1 | ||
15.2 | 75 | −155 | −55 | 65 | 166 | 72.6 | ||
19.6 | 98 | −225 | −72 | 110 | 255 | 68 |
Hybrid Beam ID | Pcr. (kN) | Level of Load (kN) | Percentage of PU | Measured Strain × 10−6 | Measured NA from Top, mm | |||
---|---|---|---|---|---|---|---|---|
Top Side | 1/3rd from Top | 2/3rd from Top | Bottom Side | |||||
D25 | 28 | 7.2 | 25 | −38 | −18 | 13 | 42 | 105 |
14.5 | 50 | −106 | −38 | 31 | 92 | 105 | ||
21.5 | 75 | −158 | −57 | 63 | 110 | 98 | ||
28.3 | 100 | −249 | −57 | 110 | 233 | 86 | ||
D50 | 38 | 11.3 | 25 | −75 | −30 | 19 | 64 | 108 |
22.6 | 50 | −120 | −63 | 40 | 132 | 107 | ||
33.9 | 75 | −217 | −100 | 71 | 173 | 109 | ||
39.3 | 85 | −282 | −120 | 55 | 205 | 111 |
Hybrid Beam ID | Uncracked | Cracked NC Layer | Cracked UHPC | |||
---|---|---|---|---|---|---|
NA from Top (mm) | Iuc × 106 | NA from Top (mm) | Icrn × 106 | NA from Top (mm) | Icru × 106 | |
(mm4) | (mm4) | (mm4) | ||||
A20 | 81.5 | 51.8 | 71.1 | 44.3 | 68.0 | 31.9 |
A40 | 85.0 | 55.2 | 83.0 | 54.4 | 61.8 | 25.3 |
B20 | 81.5 | 51.8 | 71.1 | 44.3 | 68.0 | 31.9 |
B40 | 85.0 | 55.2 | 83.0 | 54.4 | 61.8 | 25.3 |
C25 | 108.3 | 121.8 | 93.1 | 102.0 | 91.3 | 77.0 |
C50 | 112.9 | 130.4 | 109.5 | 127.5 | 83.4 | 61.5 |
D25 | 108.3 | 121.8 | 93.1 | 102.0 | 91.3 | 77.0 |
D50 | 112.9 | 130.4 | 109.5 | 127.5 | 83.4 | 61.5 |
Hybrid Beam ID | Exp. Cracking Load (kN) | Exp. Moment Capacity (kN·m) | Calculated Cracking Load | Calculated Moment Capacity (kN·m) | Moment Capacity of Plain NC Section (kN·m) | Moment Capacity of Reinforced NC Section (kN·m) |
---|---|---|---|---|---|---|
(kN) | ||||||
A20 | 45 | 5.4 | 38 | 4.6 | 3.4 | 7.5 |
A40 | 51 | 6.1 | 42 | 5.0 | 3.4 | 7.5 |
B20 | 20 | 3.8 | 24 | 4.5 | 3.4 | 7.5 |
B40 | 31 | 5.8 | 27 | 5.1 | 3.4 | 7.5 |
C25 | 64 | 9.6 | 53 | 8.0 | 6.0 | 10.7 |
C50 | 70 | 10.5 | 60 | 9.0 | 6.0 | 10.7 |
D25 | 28 | 6.7 | 34 | 8.1 | 6.0 | 10.7 |
D50 | 38 | 9.0 | 38 | 9.0 | 6.0 | 10.7 |
Hybrid Beam ID | Measured Deflection (mm) | Calculated Deflection Iun (mm)/%Error | Calculated Deflection Icrn (mm)/%Error | Calculated Deflection Icru (mm)/%Error | |||
---|---|---|---|---|---|---|---|
A20 | 0.19 | 0.117 | −61.75 | 0.137 | −38.28 | 0.190 | 0.21 |
A40 | 0.27 | 0.122 | −121.83 | 0.124 | −118.32 | 0.266 | −1.60 |
B20 | 0.38 | 0.225 | −68.57 | 0.264 | −44.11 | 0.365 | −3.99 |
B40 | 0.4 | 0.238 | −68.24 | 0.242 | −65.58 | 0.519 | 22.94 |
C25 | 0.25 | 0.120 | −107.79 | 0.144 | −73.92 | 0.190 | −31.28 |
C50 | 0.31 | 0.125 | −147.73 | 0.128 | −142.23 | 0.265 | −16.86 |
D25 | 0.4 | 0.244 | −64.14 | 0.291 | −37.38 | 0.386 | −3.70 |
D50 | 0.52 | 0.255 | −103.69 | 0.261 | −99.17 | 0.541 | 3.92 |
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Hakeem, I.Y.; Rahman, M.K.; Althoey, F. Experimental Investigation of Hybrid Beams Utilizing Ultra-High Performance Concrete (UHPC) as Tension Reinforcement. Materials 2022, 15, 5619. https://doi.org/10.3390/ma15165619
Hakeem IY, Rahman MK, Althoey F. Experimental Investigation of Hybrid Beams Utilizing Ultra-High Performance Concrete (UHPC) as Tension Reinforcement. Materials. 2022; 15(16):5619. https://doi.org/10.3390/ma15165619
Chicago/Turabian StyleHakeem, Ibrahim Y., Muhammad Kalimur Rahman, and Fadi Althoey. 2022. "Experimental Investigation of Hybrid Beams Utilizing Ultra-High Performance Concrete (UHPC) as Tension Reinforcement" Materials 15, no. 16: 5619. https://doi.org/10.3390/ma15165619
APA StyleHakeem, I. Y., Rahman, M. K., & Althoey, F. (2022). Experimental Investigation of Hybrid Beams Utilizing Ultra-High Performance Concrete (UHPC) as Tension Reinforcement. Materials, 15(16), 5619. https://doi.org/10.3390/ma15165619