CFRP as Shear and End-Zone Reinforcement for Concrete Bridge Girders
| dc.contributor.author | Magee, Mitchell Drake | en |
| dc.contributor.committeechair | Roberts-Wollmann, Carin L. | en |
| dc.contributor.committeemember | Moen, Cristopher D. | en |
| dc.contributor.committeemember | Cousins, Thomas E. | en |
| dc.contributor.department | Civil and Environmental Engineering | en |
| dc.date.accessioned | 2016-06-30T08:01:16Z | en |
| dc.date.available | 2016-06-30T08:01:16Z | en |
| dc.date.issued | 2016-06-29 | en |
| dc.description.abstract | Corrosion of reinforcing steel is a major cause of damage to bridges in the United States. A possible solution to the corrosion issue is carbon fiber reinforced polymer (CFRP) material. CFRP material has been implemented as flexural reinforcement in many cases, but not as transverse reinforcing. The CFRP material studied in this thesis was NEFMAC grid, which consists of vertical and horizontal CFRP tows that form an 8 in. by 10 in. grid. The use of NEFMAC grid as transverse reinforcing has not been previously investigated. First, the development length of NEFMAC grid was determined. Next, an 18 ft long 19 in. deep beam, modeled after prestressed Bulb-T beams, was created with NEFMAC grid reinforcement. The beam was loaded with a single point load near the support to induce shear failure. Beams were fitted with instrumentation to capture shear cracking data. Shear capacity calculations following four methods were compared to test results. Lastly, a parametric study with strut-and-tie modeling was performed on Precast Bulb-T (PCBT) girders to determine the amount of CFRP grid needed for reinforcement in the anchorage zone. This thesis concludes that NEFMAC grid is a viable shear design option and presents the initial recommendations for design methods. These methods provide a basis for the design of NEFMAC grid shear reinforcing that could be used as a starting point for future testing of full scale specimens. When designing with NEFMAC grid, the full manufacturer's guaranteed strength should be used as it is the average reduced by three standard deviations. AASHTO modified compression field theory provides the best prediction of shear capacity. For anchorage zone design, working stress limits for CFRP grids need to be increased to allow more of the strength to be implemented in design. | en |
| dc.description.degree | Master of Science | en |
| dc.format.medium | ETD | en |
| dc.identifier.other | vt_gsexam:8208 | en |
| dc.identifier.uri | http://hdl.handle.net/10919/71673 | en |
| dc.publisher | Virginia Tech | en |
| dc.rights | In Copyright | en |
| dc.rights.uri | http://rightsstatements.org/vocab/InC/1.0/ | en |
| dc.subject | NEFMAC | en |
| dc.subject | CFRP | en |
| dc.subject | Shear | en |
| dc.subject | Transverse Reinforcement | en |
| dc.subject | Concrete Bridge Girders | en |
| dc.title | CFRP as Shear and End-Zone Reinforcement for Concrete Bridge Girders | en |
| dc.type | Thesis | en |
| thesis.degree.discipline | Civil Engineering | en |
| thesis.degree.grantor | Virginia Polytechnic Institute and State University | en |
| thesis.degree.level | masters | en |
| thesis.degree.name | Master of Science | en |