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10 200 mm (8 in.) concrete deck 30.5 m 30.5 m (100 ft) (100 ft) Steel cap beam Steel girder 2290 mm x 1680 mm (7.5 ft x 5.5 ft) 12.2 m (40 ft) Reinforced concrete column 1830 mm (6 ft) diameter (a) Longitudinal Elevation 200 mm (8 in.) concrete deck Cap beam Steel plate girders @ 3050 mm (10 ft) on center Reinforced concrete column 1830 mm (6 ft) diameter (b) Transverse elevation Figure 2. Prototype bridge. ensure that a sufficient demand would be placed on the con- responding torsional demand on the cap beam and to verify nection region to illustrate the connection performance under the accuracy of the analytical models used to analyze the test high loads. The minimum reinforcement ratio was determined specimens. Testing of these specimens also provided data to to govern the design, and the corresponding required volumet- evaluate the effectiveness of the design details for the inte- ric ratio of transverse reinforcement was calculated as 0.00727. gral connection between the reinforced concrete column and the steel box-beam pier cap. Test specimen SPC1 was tested in October 2001. Specimen SPC2 was designed based on 2.4 TEST SPECIMEN CONFIGURATION AND TESTING results and observations of SPC1 and was tested in Septem- ber 2002. 2.4.1 Test Specimen Configuration Both test specimens were one-third-scale models of the center portion of the two-span prototype bridge (Figure 3). Two one-third-scale test specimens were constructed and The general test configuration selected is shown in Figure 4. tested in the Iowa State University Structures Laboratory. This configuration was based on the scaled prototype dimen- The two specimens are referred to throughout this report as sions and the laboratory fixture requirements. With a length SPC1 and SPC2. The specimens were used to evaluate the of 6.1 m (20 ft.) and a width of 3.76 m (12 ft, 4 in.), both spec- lateral distribution of load between steel girders and the cor- imens modeled the center 18.3 m (60 ft.) of the prototype