Non-Invasive Permeability Assessment of High-Performance Concrete Bridge Deck Mixtures
| dc.contributor.author | Bryant, James William Jr. | en |
| dc.contributor.committeecochair | de la Garza, Jesus M. | en |
| dc.contributor.committeecochair | Weyers, Richard E. | en |
| dc.contributor.committeemember | Lefter, James | en |
| dc.contributor.committeemember | Reynolds, William T. Jr. | en |
| dc.contributor.committeemember | Barker, Richard M. | en |
| dc.contributor.department | Civil Engineering | en |
| dc.date.accessioned | 2014-03-14T20:10:43Z | en |
| dc.date.adate | 2001-04-27 | en |
| dc.date.available | 2014-03-14T20:10:43Z | en |
| dc.date.issued | 2001-04-19 | en |
| dc.date.rdate | 2002-04-27 | en |
| dc.date.sdate | 2001-04-25 | en |
| dc.description.abstract | Concrete construction methods and practices influence the final in-place quality of concrete. A low permeability concrete mixture does not alone ensure quality in-place concrete. If the concrete mixture is not transported, placed and cured properly, it may not exhibit the desired durability and mechanical properties. This study investigates the in-place permeation properties of low permeability concrete bridge decks mixtures used in the Commonwealth of Virginia. Permeation properties were assessed in both the laboratory and in the field using 4-point Wenner array electrical resistivity, surface air flow (SAF), and chloride ion penetrability (ASTM C 1202-97). Laboratory test specimens consisted of two concrete slabs having dimensions of 280 x 280 x 102-mm (11 x 11 x 4-in) and twelve 102 x 204-mm (4 x 8-in) cylinders per concrete mixture. Specimens were tested at 7, 28 and 91-days. Thirteen cylinder specimens per concrete mixture underwent standard curing in a saturated limewater bath. The simulated field-curing regimes used wet burlap and plastic sheeting for 3 (3B) and 7 days (7B) respectively and was applied to both slabs and cylinder specimens. Slab specimen were tested on finished surface using the SAF at 28 and 91 days, and 4-point electrical resistivity measurements at 1, 3, 7, 14, 28 and 91 days. Compressive strength (CS) tests were conducted at 7 and 28 days. Chloride ion penetrability tests were performed at 7, 28, and 91 days. Statistical analyses were performed to assess the significance of the relationships for the following: Total charge passed and initial current (ASTM C 1202-97); 3B resistivity and 7B resistivity; Slab and cylinder resistivity; Slab resistivity and ASTM C-1202-97 (Total Charge and Initial current); and Surface Air Flow and ASTM C-1202-97. Field cast specimens, test slabs and cylinders, were cast on-site during concrete bridge deck construction. The slab dimensions were 30.5 x 40.6 x 10.2-cm (12 x 16 x 4 in.), and the cylinders were 10.2 x 20.4-cm (4 x 8-in). In-situ SAF and resistivity measurements were taken on the bridge deck at 14, 42 and 91 days. In-place SAF and resistivity measurements on laboratory field cast slabs were taken at 7, 14 and 28-days. ASTM C 1202-97 specimens were prepared from field cast cylinders and tested at 7 and 28 and 42-days. The relationship between in-place permeation measures from field specimens was compared to laboratory data. Results indicated no difference in chloride ion penetrability (Figures 7.4 and 7.5) and 28-day compressive strength (Figure 7.2) with regard to differing simulated field curing regimes, for same age testing. There was no significant difference at the 95 % confidence level between 3B resistivity and 7B resistivity specimens tested at the same age (Figures 7.9 and 7.10). A well defined relationship was observed between total charge passed and initial current (Figure 7-6). An inverse power function was found to describe the relationship between charge passed/initial current and electrical resistivity for all laboratory mixtures used in this study (Figure 7.17 – 7.22). Field data was used to validate laboratory established models for charge passed/initial current and electrical resistivity. Laboratory established models were able to predict 30 to 50% of the field data (Figures 7.31 – 7.34). Results indicate that the SAF lacked the sensitivity to classify the range of concretes used in this study (Figure 7.24). | en |
| dc.description.degree | Ph. D. | en |
| dc.identifier.other | etd-04252001-230753 | en |
| dc.identifier.sourceurl | http://scholar.lib.vt.edu/theses/available/etd-04252001-230753/ | en |
| dc.identifier.uri | http://hdl.handle.net/10919/27241 | en |
| dc.publisher | Virginia Tech | en |
| dc.relation.haspart | Appendixes.pdf | en |
| dc.relation.haspart | 01JBryantDissertation.pdf | en |
| dc.rights | In Copyright | en |
| dc.rights.uri | http://rightsstatements.org/vocab/InC/1.0/ | en |
| dc.subject | Permeability | en |
| dc.subject | Chloride Ion Penetrability | en |
| dc.subject | High-Performance Concrete | en |
| dc.subject | Concrete Resistivity | en |
| dc.subject | Initial current | en |
| dc.subject | Nondestructive Testing | en |
| dc.title | Non-Invasive Permeability Assessment of High-Performance Concrete Bridge Deck Mixtures | en |
| dc.type | Dissertation | en |
| thesis.degree.discipline | Civil Engineering | en |
| thesis.degree.grantor | Virginia Polytechnic Institute and State University | en |
| thesis.degree.level | doctoral | en |
| thesis.degree.name | Ph. D. | en |