Civil Engineering Reference
In-Depth Information
1.0
0.55
f
v
/
F
v
f
b
/
F
b
0.70
1.0
FIGURE 7.13
Web plate combined bending and shear.
simply supported plate a simple circular interaction formula (Equation 7.64) has
been found to closely represent experimental data (Galambos, 1988).
f
b
F
cr
2
f
v
τ
cr
2
+
=
1.
(7.64)
7.2.6.1.3.2 Web Plate Splices
AREMA (2008) recommends that splices in the
web plates of girders be designed for the following criteria:
• A plate each side of the web with each plate designed for half the shear
strength of the gross section of the web plate and having a minimum net
moment of inertia of half the net moment of inertia of the web plate.
• The flexural strength of the net section of the web combined with the
maximum shear force at the splice.
The web splice fasteners (see Chapter 9) should be designed to transfer the shear
force,
V
, and moment,
Ve
, due to eccentricity,
e
, of the centroid of the bolt group from
the shear force location. Welded splices are usually made with CJP groove welds
with strength at least equal to the base material being spliced. The entire cross section
should be welded.
7.2.6.1.4 Girder Flange-to-Web Plate Connection
In modern plate girder spans, the flange-to-web plate connection is made with welds.
AREMA (2008) indicates that CJP, PJP, or fillet welds may be used for the flange-to-
web connection.
However, PJP or fillet welds in deck plate girders (DPGs) with open decks or
noncomposite concrete decks must be designed such that fatigue strength is controlled
