Prestressed/post-tensioned concrete bridges - Computational Analysis and Design of Bridge Structures - page 155

Figure 5.31 Vertical displacements due to structural weight and post-tensioning, Verzasca 2
Bridge model 5.
increase continuously from pier 4 in contrast to the displacements due to
the post-tensioning. The displacements at abutment A reach 33 mm (1.54″)
with AASHTO and 29 mm (1.14″) with CEB-FIP specifications and are
proportional to the shrinkage coefficients at the time of five years.
The vertical displacements due to creep are more difficult to interpret
because of the number of changes in the internal forces during construc-
tion. In general, CEB-FIP yields higher deformations due to creep than
AASHTO.
5.5 3d illustrated exaMPle of us23043
Precast Prestressed concrete
BeaM Bridge—Maryland
American practice places precast beams from pier to pier and then casts the
diaphragms and the slab in the second step. The bridge US23043 was built
in 2001 in the state of Maryland. It is located on Route 113 and was part of
a multiphase project to create a bypass for the town of Showell. Figure 5.32
shows the perspective view of US23043 Bridge.
The 137.5-m (450′) long bridge consists of four spans, two of 38.12 m
(125′) and two of 30.5 m (100′). The supports and the abutments are