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| Specimen Information | |
| Name: | Gill et al. 1979, No. 1 |
| Type: | Rectangular |
| Comments: | |
| Reference: | Gill, Wayne Douglas; Park, R.; and Priestley, M.J.N., "Ductility of Rectangular Reinforced Concrete Columns With Axial Load," Report 79-1, Department of Civil Engineering, University of Canterbury, Christchurch, New Zealand, February 1979, 136 pages. |
| Material Properties | |
| Concrete Strength: | 23.1 (MPa) |
| Transverse Steel: | Grade: 275 Yield Stress: 297 (MPa) Strength: 416.8 (MPa) |
| Longitudinal Steel: | Grade: 380 Corner Yield Stress: 375 (MPa) Strength: 635.6 (MPa) Intermediate Yield Stress: 375 (MPa) Strength: 635.6 (MPa) |
| Geometry | |
| X-Section: | Width: 550 (mm) Depth: 550 (mm) |
| Length: | L-Inflection: 1,200 (mm) L-Measured: 1,200 (mm) |
| Test Configuration: | Double Ended |
| Loading | |
| Axial Load: | 1,815 (kN) |
| P-D: | Shear provided |
| L-Top: | 0 |
| L-Bottom: | 0 |
| Longitudinal Reinforcement | |
| Diameter: | 24 (mm) corner bars | 24 (mm) intermediate bars |
| Number of Bars: | 12 |
| Perpendicular to Load: | Clear cover: 40 (mm) Number of intermediate bars: 2 |
| Parallel to Load: | Clear cover: 40 (mm) Number of intermediate bars: 2 |
| Reinforcement Ratio: | 0.0179 |
| Transverse Reinforcement | |
| Type: | RO: Rectangular and octagonal ties |
| Number of Shear Legs: | 4 |
| Region of Close Spacing: | Bar Diameter: 10 (mm) Hoop Sets: 8 Hoop Spacing: 80 (mm) |
| Reinforcement Ratio: | 0.015 |
| Non-Dimensional Properties | |
| Span-to-Depth Ratio: | 2.18 |
| Axial Load Ratio: | 0.26 |
| Test Results | |
| Failure Type: | Flexure |
| Damage Observation: | Concrete Crushing: 11.5 (mm) Significant Concrete Spalling: 22.5 (mm) Long Bar Buckling: 0 (mm) Long Bar Fracture: 0 (mm) Spiral Fracture: 0 (mm) Loss of Axial Load Capacity: 0 (mm) |
| Resources: | Force Displacement Data (data) |
| Record Information | |
| Version: | 1 (April 8, 2003) |
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The Structural Performance Database is a project of the Pacific Earthquake Engineering Research Center, funded by the National Science Foundation. Contact Marc Eberhard at the University of Washington with questions or comments. Report technical problems to the server administrator. Copyright 2003. |