United States Department of Transportation
i
Seismic Behavior of Grade 80 RC Bridge Columns – Phase 1 and Critical Bending Strain of Longitudinal Reinforcement
-
2020-03-01
[PDF-15.67 MB]
Details:
-
Creators:
-
Corporate Creators:
-
Corporate Contributors:
-
Subject/TRT Terms:
-
Publication/ Report Number:
-
Resource Type:
-
Geographical Coverage:
-
Edition:Final
-
Corporate Publisher:
-
Abstract:Modern seismic design relies on the principles of capacity design wherein certain structural members are chosen as plastic hinge members. In reinforced concrete, the choice of reinforcement is crucial for desirable performance of plastic hinge members. Current design codes specify a maximum yield strength of 60 ksi (Grade 60) for reinforcement used in plastic hinge members. However, using higher strength reinforcement (Grade 80) would reduce rebar congestion, construction cost, and building environmental footprint. Due to a lack of experimental evidence, engineers are hesitant to prescribe this rebar for use in plastic hinge members. A research program was developed to test concrete columns reinforced with A706-80 rebar. Four columns were designed as scaled models of bridge columns with varying axial load and transverse steel ratios; each had a comparison Grade 60 column. The goal of this project was to evaluate the seismic performance of the Grade 80 columns and to compare multiple design variables to current values used for Grade 60 columns. A unique optical measurement system was employed to measure strains in the longitudinal and transverse reinforcement well past the capacity of typical strain gages. Results of the Grade 80 column tests indicated that the plastic hinge length, bond slip, strain-based limit states, and equivalent viscous damping were not significantly different to typical Grade 60 columns. Based off the results of these four column tests, Grade 80 rebar could be specified in place of Grade 60 rebar without major changes in design practice. However, the Grade 80 columns had slightly lower displacement capacities than the Grade 60 columns. This was due to differences in the critical bending strain, which were found to cause bar fracture after buckling. A method to predict the tensile strain prior to longitudinal bar fracture was developed from the relationship between uniaxial tension strain demand, the degree of longitudinal bar buckling and the newly identified critical bending strain. In addition, a simplified material test was developed to quantify the critical bending strain for any rebar. Rebar rib radius and manufacture process influenced the critical bending strain.
-
Format:
-
Funding:
-
Collection(s):
-
Main Document Checksum:
-
Download URL:
-
File Type:
