Full-scale testing of non-proprietary ultra-high performance concrete for deck bulb tee longitudinal field joints

2021 ◽  
Vol 243 ◽  
pp. 112696
Author(s):  
Mohamed Abokifa ◽  
Mohamed A. Moustafa
Keyword(s):  
High Performance ◽  
High Performance Concrete ◽  
Full Scale ◽  
Longitudinal Field ◽  
Ultra High Performance Concrete ◽  
Full Scale Testing

High-Performance Concrete Carpet: A Hydraulic Flexible Wearing Course. Part II: Full-scale testing

2005 ◽  
Vol 6 (4) ◽  
pp. 549-564
Author(s):  
François de Larrard ◽  
Jean-Pierre Kerzérho ◽  
Jean-Marc Potier ◽  
Ludovic Baroin ◽  
Joseph Abdo
Keyword(s):  
High Performance ◽  
High Performance Concrete ◽  
Full Scale ◽  
Full Scale Testing

Full-scale bending test and parametric study on a 30-m span prestressed ultra-high performance concrete box girder

2019 ◽  
Vol 23 (7) ◽  
pp. 1276-1289 ◽  
Author(s):  
Jia-zhan Su ◽  
Xi-lun Ma ◽  
Bao-chun Chen ◽  
Khaled Sennah
Keyword(s):  
Parametric Study ◽  
High Performance ◽  
High Performance Concrete ◽  
Full Scale ◽  
Bending Test ◽  
Ultra High Performance Concrete ◽  
Original Design ◽  
Cross Sectional ◽  
Box Girder ◽  
Concrete Box Girder

Due to its structural efficiency, durability, and cost-effectiveness, ultra-high performance concrete was utilized to build the first highway overpass bridge in China. The bridge was made of prestressed ultra-high performance concrete box girders of four continuous spans of 30 m each. As the original design of such bridge was observed to be somewhat conservative, its cross-sectional dimensions, in the form of the box girder wall thicknesses were optimized in this research to lower the material cost in future bridge construction. Then, a full-scale simply supported ultra-high performance concrete box girder of 30 m span, incorporating the new box girder wall thicknesses, was fabricated and then tested under static loading to obtain research data to justify the revised design. The loading system was designed to examine the flexural behavior of the girder using two concentrated loads symmetrically located at the mid-span. Experimental results show that the optimized girder has a favorable ductile behavior and excellent flexural strength, which can meet the design requirements for serviceability and ultimate limit states. A finite element model of the tested girder was developed, using ABAQUS software, and then was verified using the experimental findings. A parametric study was then conducted to investigate the influence of key parameters on the structural response, namely, the reinforcement ratio, the number of the prestressing wires, and the web thickness. Recommendations on minimum and maximum compressive strength and tensile property of ultra-high performance concrete were proposed. Also, a simplified calculation method of prestressed ultra-high performance concrete box girder was developed based on a verified strain and stress diagrams for cross-sectional analysis. The proposed methodology can be used in future practice with confidence.

Flexural design of precast, prestressed ultra-high-performance concrete members

PCI Journal ◽  
2020 ◽  
Vol 65 (6) ◽  
pp. 35-61
Author(s):  
Chungwook Sim ◽  
Maher Tadros ◽  
David Gee ◽  
Micheal Asaad
Keyword(s):  
Prestressed Concrete ◽  
High Performance ◽  
High Performance Concrete ◽  
Limit State ◽  
Design Guidelines ◽  
Design Tool ◽  
Supplementary Cementitious Materials ◽  
Ultra High Performance Concrete ◽  
Concrete Members ◽  
Cylinder Strength

Ultra-high-performance concrete (UHPC) is a special concrete mixture with outstanding mechanical and durability characteristics. It is a mixture of portland cement, supplementary cementitious materials, sand, and high-strength, high-aspect-ratio microfibers. In this paper, the authors propose flexural design guidelines for precast, prestressed concrete members made with concrete mixtures developed by precasters to meet minimum specific characteristics qualifying it to be called PCI-UHPC. Minimum specified cylinder strength is 10 ksi (69 MPa) at prestress release and 18 ksi (124 MPa) at the time the member is placed in service, typically 28 days. Minimum flexural cracking and tensile strengths of 1.5 and 2 ksi (10 and 14 MPa), respectively, according to ASTM C1609 testing specifications are required. In addition, strain-hardening and ductility requirements are specified. Tensile properties are shown to be more important for structural optimization than cylinder strength. Both building and bridge products are considered because the paper is focused on capacity rather than demand. Both service limit state and strength limit state are covered. When the contribution of fibers to capacity should be included and when they may be ignored is shown. It is further shown that the traditional equivalent rectangular stress block in compression can still be used to produce satisfactory results in prestressed concrete members. A spreadsheet workbook is offered online as a design tool. It is valid for multilayers of concrete of different strengths, rows of reinforcing bars of different grades, and prestressing strands. It produces moment-curvature diagrams and flexural capacity at ultimate strain. A fully worked-out example of a 250 ft (76.2 m) span decked I-beam of optimized shape is given.

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