Integral Steel Box-Beam Pier Caps (2004) / Chapter Skim
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Pages 19-23
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From page 19... ...
The section properties of the members representing the superstructure were taken equal to the section properties of the entire bridge cross section. • The maximum live load torsional moment in the pier cap and the maximum live load moment at the top of the column are produced by different load cases.
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From page 20... ...
supplemented by any specific requirements of the owner agency. According to the AASHTO LRFD Specifications, column design moments and associated shears are taken as the largest calculated forces from all applicable strength limit states and the extreme event limit states.
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From page 21... ...
to transfer the column axial load and moments to the pier cap provided a satisfactory load path. The moment used to design the connection should be taken as the column top design moment, including consideration of the overA A Transfer horizontal shear between column and cap beam Section A-A ML MT Carry shear from beams to column produced by MT Carry shear from beams to column produced by ML.
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From page 22... ...
be designed to resist a shear force equal to the maximum torsion transferred to the pier cap at the girder location divided by the depth of the girder. It also is recommended that the splice plates and the connection between the splice plates and the girder (see Figure 18)
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From page 23... ...
In such cases, tight tolerances on the orientation and elevation of the pier cap are required to allow the superstructure girders to be connected later without undue difficulty. Unbalanced dead loads and the sequence of construction of the superstructure and pouring of the deck may develop permanent locked-in stresses in the connection.
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