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Frontiers of Structural and Civil Engineering

ISSN 2095-2430

ISSN 2095-2449(Online)

CN 10-1023/X

邮发代号 80-968

2019 Impact Factor: 1.68

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Frontiers of Structural and Civil Engineering  2024, Vol. 18 Issue (7): 1050-1065   https://doi.org/10.1007/s11709-024-1026-x
  本期目录
Effectiveness of external prestressing in enhancing the non-ductile hanger failure mechanism in reinforced concrete inverted T-beams
Ahmed M. ATTA1, Reda N. BEHIRY1(), Mohammed I. HARAZ2
1. Structural Engineering Department, Faculty of Engineering, Tanta University, Tanta 33511, Egypt
2. Nile Higher Institute for Engineering and Technology, Mansoura 11001, Egypt
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Abstract：

Recently, inverted T-beams have been used in reinforced concrete (RC) bridges to support transverse precast stringers. Inverted T-beams, contrary to practice with conventional beams, are loaded on the flanges upper surface. This loading configuration causes hanger failure due to the generation of vertical tensile stresses near the bottom of the web. The key purpose of this study is to investigate the efficiency of vertical external prestressing stainless-steel bars in mitigating non-ductile hanger failure in reinforced concrete inverted T-beams. An experimental study on six inverted-T beams, including two un-strengthened specimens, was carried out. The study showed that the value of the prestressing level had a considerable impact on the performance of hanger mechanism in relation to crack pattern, ultimate loads, cracking behavior, load–deflection, strains, and ductility. The experimental results indicated that the suggested method for strengthening inverted T-beams had efficacy in reducing the seriousness of the non-ductile hanger failure and resulted in a strength increase of up to 53% when compared to that of the un-strengthened specimen. Additionally, two analytical models for estimating the hanger capacity and the average crack width of the strengthened RC inverted T-beams were proposed. The models that were proposed exhibited a high degree of agreement with the experimental results.
Key words： RC bridges    inverted T-beams    strengthening    hanger failure    external prestressing
收稿日期: 2022-12-07      出版日期: 2024-08-06
Corresponding Author(s): Reda N. BEHIRY   
 引用本文:   
. [J]. Frontiers of Structural and Civil Engineering, 2024, 18(7): 1050-1065.
Ahmed M. ATTA, Reda N. BEHIRY, Mohammed I. HARAZ. Effectiveness of external prestressing in enhancing the non-ductile hanger failure mechanism in reinforced concrete inverted T-beams. Front. Struct. Civ. Eng., 2024, 18(7): 1050-1065.
 链接本文:  
https://academic.hep.com.cn/fsce/CN/10.1007/s11709-024-1026-x
https://academic.hep.com.cn/fsce/CN/Y2024/V18/I7/1050
Fig.1  
Fig.2  
Specimen Characteristics
B1 RC inverted T-beam without vertical stirrups at the mid-zone
B2 RC inverted T-beam with minimum vertical stirrups at the mid-zone
B3 RC inverted T-beam strengthened with external pre-stressing stainless steel bars at level 0 × 10−6 (0% εpy)
B4 RC inverted T-beam strengthened with external pre-stressing stainless steel bars at level 900 × 10−6 (30% εpy)
B5 RC inverted T-beam strengthened with external pre-stressing stainless steel bars at level 1350 × 10−6 (45% εpy)
B6 RC inverted T-beam strengthened with external pre-stressing stainless steel bars at level 1800 × 10−6 (60% εpy)
Tab.1  
Fig.3  
Cylinder Diameter (mm) Height (mm) Pmax (kN) f'c (MPa) Ec (MPa) υ
Cy. 1 150 300 502 28.40 25098 0.247
Cy. 2 151 300 514 28.70 25608 0.223
Cy. 3 150 300 517 29.26 26234 0.235
Cy. 4 150 300 573 32.40 28863 0.249
Cy. 5 151 301 558 31.15 27753 0.244
Cy. 6 150 300 500 28.30 25052 0.242
Average – – – 29.70 26435 0.240
STDEV – – – 1.69 1553 0.010
Coefficient of variation (COV) – – – 0.057 0.059 0.042
Tab.2  
Diameter, Φ (mm) Yield strength, fy (MPa) Ultimate strength, fu (MPa) Yield strain, εy(× 10−6) Young’s modulus, Es (GPa)
8 240 362 1201 200
10 440 623 2178 202
12 600 750 3000 200
18 420 605 2069 203
Tab.3  
Fig.4  
Fig.5  
Fig.6  
Specimen Loads Deflection Crack width Initial stiffness (kN/mm) Strain
Pcr (kN) Pu (kN) Gain in Pu (%) W.R.T B1 Gain in Pu (%) W.R.T B2 Δcr (mm) Δu (mm) wavg (mm) wu (mm) In stirrup (× 10−6) In prestressing bars (× 10−6)
B1 254 392 – – 2.62 8.01 2.65 7.02 97 – –
B2 262 482 23% – 2.30 9.76 1.90 5.31 114 2111 –
B3 279 599 53% 24% 2.20 13.81 1.48 4.89 127 2087 1115
B4 321 681 74% 41% 2.16 8.37 1.03 4.74 149 1695 2641
B5 354 713 82% 48% 2.04 9.55 0.87 3.93 174 1155 3270
B6 389 739 89% 53% 1.74 8.44 0.66 3.54 224 974 4083
Tab.4  
Fig.7  
Fig.8  
Specimen Displacement-based ductility Energy-based ductility Performance factor
Δy (mm) Δmax (mm) Δu W.R.T B1 W.R.T B2 Ey (kN·mm) Emax (kN·mm) Eu W.R.T B1 W.R.T B2 DF SF PF
B1 3.39 10.00 2.95 1.00 – 831 2561 3.08 1.00 – 1.00 1.00 1.00
B2 4.62 12.60 2.73 0.93 1.00 1737 5125 2.95 0.96 1.00 0.93 1.23 1.14
B3 5.58 15.12 2.71 0.92 0.99 1904 5260 2.76 0.90 0.94 0.92 1.53 1.41
B4 5.23 13.28 2.54 0.86 0.93 1527 3712 2.43 0.79 0.82 0.86 1.74 1.50
B5 5.39 13.25 2.46 0.83 0.90 2149 4901 2.28 0.74 0.77 0.83 1.82 1.51
B6 5.08 12.35 2.43 0.82 0.89 2602 5698 2.19 0.71 0.74 0.82 1.89 1.55
Tab.5  
Fig.9  
Fig.10  
Fig.11  
Fig.12  
Fig.13  
Models Formulas
Witchukreangkrai et al. [64] wa vg=0.75kwkpsm θεw kw= ( 0.004 ρw) 23,kp=(1 1+ σc .ps/fc′),sm θ=1 sinθ sm x+ cos θ sm y Sm x=2 ( Cx+ Sx10 )+k1k2db xρx,Sm y=2( Cy+Sy10)+k 1 k2db yρy
de Silva et al. [65] wa vg=kθ sm θε w
Afefy et al. [66] wa vg=0.112 ksktCs(1 ρw)0.207 (1 ρl)0.252 (1.25 Sm θ) εw
Tab.6  
Specimen we xp (mm) Witchukreangkrai el al. [64] de Silva et al. [65] Afefy et al. [66] Proposed model
wa vg (mm) we xpwa vg wa vg (mm) we xpwa vg wa vg (mm) we xpwa vg wa vg (mm) we xpwa vg
B2 1.90 0.48 3.96 0.50 3.79 0.76 2.51 1.86 1.02
B3 1.48 0.48 3.08 0.40 3.70 0.43 3.41 1.32 1.12
B4 1.03 0.48 2.15 0.35 2.96 0.43 2.38 0.98 1.05
B4 0.87 0.45 1.93 0.35 2.50 0.43 2.01 0.81 1.07
B5 0.66 0.45 1.47 0.35 1.90 0.43 1.52 0.63 1.05
Average – 2.52 – 2.97 – 2.37 – 1.06
STDEV – 0.997 – 0.801 – 0.700 – 0.036
COV – 0.396 – 0.270 – 0.296 – 0.034
Tab.7  
Fig.14  
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