Redundancy analysis - Computational Analysis and Design of Bridge Structures - page 483

Figure 15.12 Attack scenario 1 response (step 11).

Table 15.11 PC beam bridge structural
damage costs

Damaged area by
performance level (ft 2 )
≥ IO

Attack
scenario ( i ) ≥ LS ≥ CP

1 - - 2380

2 - - 2380

3 - - 2380

4 - - 2380

5 - - 2380

15.5 3d analysis undeR Blast loading of
a steel Plate giRdeR BRidge, MaRyland

This example demonstrates the analysis under equivalent blast load on a three-
span continuous steel PG bridge formed by 3D frame elements with plastic
hinges assigned at specific locations. The three-span bridge was designed using
AASHTO's Standard Specifications for Highway Bridges for an HS-20-44
live load. Each span of the bridge is 61.6 m (202′) long, totaling 184.7 m (606′),
with 22 equally spaced diaphragms per span. The concrete deck is 165 mm
(6.5″) thick and 11.68 m (38′-4″) wide. There are two steel built-up PGs and
five rolled beam stringers. The PGs are spaced 8.53 m (28′) center to cen-
ter. Between the PGs, the interior stringers are spaced 2.13 m (7′) apart. The
exterior stringers are 1.4 m (4′-7″) center to center from the PGs. Figure 15.13
shows the bridge's typical section and girder/stringer numbering scheme.