1. Key Laboratory for Wind and Bridge Engineering of Hunan Province, College of Civil Engineering, Hunan University, Changsha 410082, China 2. Zhejiang Provincial Institute of Communications Planning, Design and Research Co. Ltd., Hangzhou 310013, China 3. Department of Civil, Architectural and Environmental Engineering, Missouri University of Science and Technology, Rolla, MO 65401, USA 4. Department of Civil Engineering, Ohio University, Athens, OH 45701-2979, USA
Improving the cracking resistance of steel-normal concrete (NC) composite beams in the negative moment region is one of the main tasks in designing continuous composite beam (CCB) bridges due to the low tensile strength of the NC deck at pier supports. This study proposed an innovative structural configuration for the negative bending moment region in a steel-concrete CCB bridge with the aid of ultrahigh performance concrete (UHPC) layer. In order to investigate the feasibility and effectiveness of this new UHPC jointed structure in the negative bending moment region, field load testing was conducted on a newly built full-scale bridge. The newly designed structural configuration was described in detail regarding the structural characteristics (cracking resistance, economy, durability, and constructability). In the field investigation, strains on the surface of the concrete bridge deck, rebar, and steel beam in the negative bending moment region, as well as mid-span deflection, were measured under different load cases. Also, a finite element model for the four-span superstructure of the full-scale bridge was established and validated by the field test results. The simulated results in terms of strains and mid-span deflection showed moderate consistency with the test results. This field test and the finite element model results demonstrated that the new configuration with the UHPC layer provided an effective alternative for the negative bending moment region of the composite beam.
Flexural strength greater than 20 MPa; excellent cracking resistance
Flexural strength of ordinary concrete (or fiber reinforced concrete) less than 12 MPa; easily cracking
economy
The amount of steel rebars and UHPC is 6698.1 kg and 10.8 m3, respectively; the initial cost is 268000 RMB, and the later maintenance cost is almost zero
The amount of steel rebars is 8265.64 kg; the initial cost is 211000 RMB, and the later maintenance cost is relatively high
durability
Good durability; chloride ion diffusion coefficient less than 10−13 m2/s; low risk of water penetration and steel corrosion at crack width of smaller than 0.05 mm
Low durability of ordinary concrete; chloride ion diffusion coefficient between 10−12 and 10−11 m2/s; high risk of water penetration and steel corrosion
constructability
The longitudinal rebars in the UHPC layer only need to be bound, and welded connections are reduced (148 m in total), convenient for construction. UHPC has high early strength (50 MPa compressive strength after 2 d curing with adequate moisture), realizing rapid construction
The longitudinal rebars in the hogging moment region need to be welded on one side with long welds (233 m in total). On-site operation and construction are complicated. Ordinary concrete needs to be cured for more than 7 d, and construction speed is relatively slow
Tab.1
components
cement
silica fume
fly ash
quartz sand
silica powder
water reducer
water-binder ratio
mass ratio
1.0
0.2
0.1
1.1
0.2
0.02
0.18
Tab.2
property
3 d
7 d
14 d
28 d
cubic compressive strength (MPa)
94.8
97.2
111.5
127.9
flexural strength (MPa)
26.6
27.0
29.2
31.7
elastic modulus (GPa)
36.5
37.6
39.2
44.1
Tab.3
Fig.4
Fig.5
Fig.6
Fig.7
Fig.8
loading
unloading
Level 1
Level 2
Level 3
Truck 1 and Truck 4
Truck 2 and Truck 5
Truck 3 (and Truck 6)
Truck 1–Truck 6
Tab.4
Fig.9
Fig.10
materials
elastic modulus (GPa)
UHPC
44.1
NC
34.5
micro-expansion NC
34.6
rebar
200
steel beam
206
Tab.5
Fig.11
Fig.12
load cases
design tensile stress ① (MPa)
experimental tensile stress ② (MPa)
②/①
A-DL
8.5
8.62
1.01
A-OL
8.5
10.00
1.18
B-DL
7.7
7.69
1.00
B-OL
7.7
9.25
1.20
C-DL
5.3
5.36
1.01
C-OL
5.3
5.92
1.12
Tab.6
Fig.13
Fig.14
load cases
FE deflection ① (mm)
experimental deflection ② (mm)
①/②
A-DL
20.9
17.1
1.22
A-OL
20.7
16.7
1.24
B-DL
20.2
15.4
1.31
B-OL
20.9
16.2
1.29
C-DL
23.1
16.8
1.38
C-OL
22.6
16.3
1.39
Tab.7
Fig.15
Fig.16
Fig.17
Fig.18
Fig.19
Fig.20
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