Integral Steel Box-Beam Pier Caps (2004) / Chapter Skim
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Pages 7-18
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From page 7... ...
. Among the responses, 11 state DOTs indicated past use of integral pier caps.
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From page 8... ...
The compartment of the box-beam pier cap directly above a column is then filled with concrete to anchor the column reinforcement. The UCSD study included several component tests representing the integral connection region, which included a concrete cap beam, two interior girders, and a support block modeling the concrete column.
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From page 9... ...
The column longitudinal bars were assumed to pass through holes in the bottom flange of the pier cap and to be anchored in the concrete inside the cap. Shear studs welded to the inside of the pier cap were assumed to transfer the column forces from the concrete inside the cap to the cap itself.
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From page 10... ...
The specimens were used to evaluate the lateral distribution of load between steel girders and the cor10 responding torsional demand on the cap beam and to verify the accuracy of the analytical models used to analyze the test specimens. Testing of these specimens also provided data to evaluate the effectiveness of the design details for the integral connection between the reinforced concrete column and the steel box-beam pier cap.
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From page 11... ...
The column in each specimen was first subjected to lowlevel loads to simulate service loads. Then, the column was subjected to cyclic loading to simulate the effects of earthquake loads on the corresponding prototype structure, specif11 ically, the overall seismic performance of the structure and the performance of the connection details of the pier cap-to-column connection and the pier cap-to-girder connection regions.
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From page 12... ...
thick 13x80 mm (1/2 x 3 1/8 in.) shear studs Cap beam Gauged short bars 16x106 mm (5/8 x 4 3/16 in.)
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From page 13... ...
These locations included the girders; column spiral reinforcement; column longitudinal reinforcement; slab reinforcement; and cap beam webs, flanges, diaphragms, and shear studs. 2.4.4 Seismic Load Simulation To simulate seismic loading of the prototype, the load sequence for both specimens consisted of applying an appropriate column axial load downward to the top of the (inverted)
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From page 14... ...
(Mechanical connections were not used in SPC1 because the increased cap beam height in SPC1 provided adequate anchorage length for the longitudinal reinforcement.) The plastic-hinge region of SPC2 following testing is shown in Figure 8.
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From page 15... ...
Because of the small magnitude of loads and strains for these four load conditions, three load conditions from the seismic loading with similar support and load configurations were also used in the analysis of the girder distribution factors. Girder strains were used to determine the experimental load distribution.
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From page 16... ...
16 -400 -300 -200 -100 0 100 200 300 400 -250 -150 -50 50 150 250 Displacement at column end (mm)
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From page 17... ...
-400 -300 -200 -100 100 0 200 300 400 -250 -200 -150 -100 -50 0 50 100 150 200 250 Displacement at column end (mm)
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From page 18... ...
P = 90 kN (20 kips) H = 45 kN (10 kips)
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