Reinforced concrete bridges - Computational Analysis and Design of Bridge Structures - page 123

Bridge response plot
−120.

BOBJ1—interior girder 1 (Case DEAD) moment about horizontal axis (M3)

0

120.

Max value = 102.1773 Min value = 0.1392

(a)

Bridge response plot

BOBJ1—interior girder 1 (Case hl_93_1_33_twolane loaded) moment about horizontal axis (M3)

−200.

0

200.

Max value = 183.3117 Min value = 0.2941

(b)

Figure 4.18 CSiBridge results. (a) Dead load moment diagram. (b) Live load moment
envelop.

Table 4.2 Comparison of moments based on line girder and FEM methods

Line strip moment in
kip-ft (kN-m)

FEM moment in kip-ft
(kN-m) Dead/live moment Location in ft (m)

Dead positive 112.6 (152.7) 102.2 (138.6) 13 (4)

Live positive 285.5 (387.1) 183.3 (248.6) 13 (4)

4.7 3d IlluStRated exampleS: Skewed SImple-Span
tRanSveRSely poSt-tenSIoned adjacent
pRecaSt - concRete SlaB BRIdgeS —
knoxvIlle BRIdge, FRedeRIck, maRyland

This illustrated example is a transversely post-tensioned bridge, which is
nonlinear modeled to study the ultimate behavior after shear key joints' crack-
ing. This is a two-lane simply supported single-span bridge with a 6.78-m
span and a 31.4° skew angle. The superstructure consists of eight adjacent
1.22 m × 0.381 m × 7.12 m PC beams and a typical 127-mm minimum
thick composite concrete deck, as shown in Figure 4.19a. The beams were