Specimen Information
Name: Takemura and Kawashima, 1997, Test 5 (JSCE-8)
Type: Rectangular
Comments: Axial Load = 0.027 Agf'c
Reference: Takemura, H.; Kawashima, K.; "Effect of loading hysteresis on ductility capacity of bridge piers," Journal of Structural Engineering, Vol. 43A, pp. 849-858, Japan
Material Properties
Concrete Strength:36.8 (MPa)
Transverse Steel:Grade: SD2
Yield Stress: 368 (MPa) Strength: 0 (MPa)
Longitudinal Steel:Grade: SD2
Corner Yield Stress: 363 (MPa) Strength: 0 (MPa)
Intermediate Yield Stress: 363 (MPa) Strength: 0 (MPa)
Geometry
X-Section:Width: 400 (mm) Depth: 400 (mm)
Length: L-Inflection: 1,245 (mm) L-Measured: 1,245 (mm)
Test Configuration:Cantilever
Loading
Axial Load:157 (kN)
P-D:Feff provided
L-Top:0
L-Bottom:0
Longitudinal Reinforcement
Diameter:12.7 (mm) corner bars | 12.7 (mm) intermediate bars
Number of Bars:20
Perpendicular to Load:Clear cover: 27.5 (mm) Number of intermediate bars: 4
Parallel to Load:Clear cover: 27.5 (mm) Number of intermediate bars: 4
Reinforcement Ratio:0.0158
Transverse Reinforcement
Type:R: Rectangular ties (around perimeter)
Number of Shear Legs:2
Region of Close Spacing:Bar Diameter: 6 (mm) Hoop Sets: 19 Hoop Spacing: 70 (mm)
Region of Wide Spacing:Bar Diameter: 6 (mm) Hoop Sets: 0 Hoop Spacing: 0 (mm)
Reinforcement Ratio:0
Non-Dimensional Properties
Span-to-Depth Ratio:3.11
Axial Load Ratio:0.027
Test Results
Failure Type:Flexure
Damage Observation:Concrete Crushing: 0 (mm)
Significant Concrete Spalling: 0 (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)
Kawashima Earthquake Engineering Laboratory (website)
Record Information
Version:1 (April 8, 2003)
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