Civil Engineering Reference
In-Depth Information
Figure 5.10
Subedi flanged beam-symbols
Taner
et al.
(1977), Regan and Hamadi (1981) and Subedi (1983) have
suggested a simplified method for calculating the ultimate load capacity at
deep beams based on the flanged section. Taner
et al.
(1977) and Regan and
Hamadi (1981) have proposed a simple expression as compared with the
Subedi (1983) expression. However the Subedi's expression is more
comprehensive and correlates better with test data.
The ACI Code, the CEB-FIP recommendations and the CIRIA Guide 2 do
not provide a design guide for flanged deep beams. In the following section
a design example is included to provide some information for the design of
flanged deep beams. In this example, Section 11.8 of the 1983 ACI Code has
been used with cutoff limits on the shear force. The result from this
modified ACI procedure is compared with the test result of Taner
et al.
beam-panels.
5.5
Design example 1: Beam-panel P311 (Taner
et al,
1977)
f'
c
=
5277psi (36.4 N/mm
2
),
f
y
=78400 psi (541N/mm
2
) for Gauge 6 wire
mesh=50000psi (345N/mm
2
) for No. 10 (32.0mm dia.) bar;
l
n
=89-2× 10=69
in (1750mm),
h
=44.0 in (1120mm) and
b
w
=1.5in (38mm). Self-weight of the
beam is neglected.
