Page 55 - Modern Steel Construction (April 2019)

9. Share the design basis for connec- Fig. 8. Potential net section reinforcement plates on an axially loaded member.
tions with your erector to avoid problems

in the eld. That is, are connections SC- or
N-type or Class-A or B slip-critical, do they
use oversized or standard holes, are there any
special washer requirements, are multiple

lls allowed or not, etc.? If the erector knows
what to expect, they can help ensure that
detailing and fabrication are in conformance
with design during erection.
10. Design connections with erec-
tion forces in mind. Member forces and
resultant end reactions during erection, as
well as while a structure is in a temporary
condition during construction, may exceed

the nal design reactions. Connections
need to be designed with this in mind and
should be coordinated with the erector.
Some examples of this are:
• Truss web member sizes/loading
may exceed nal design during

rigging/erection.
• Beams supporting cranes/crane ties
may need to be upsized and may have
signi cantly greater end reactions in 8a. Detail

the temporary conditions versus the
permanent condition.
• The axial demand in temporary
conditions for members subject
to temporary axial loads but not
designed for axial loading under
permanent conditions.
11. Stress Limits on members with
bolted connections. When making pre- 8b. Section A-A 8c. Section A-A
liminary and nal member size selections, Without reinforcement With reinforcement

set your stress ratio limits in a manner
that allows for bolted connections. Plac-
ing holes for bolted connections can create
net section rupture issues if not accounted
for in main member design. This is true Fig. 9. Bolted fl ange connections in axially loaded beams or beam-to-column
not only for axial members, but also for moment connections.
moment connections (see Figures 8 and 9
for examples of these connection types).
Reinforcement plates increase design and
shop time and can quickly drive up the cost
of the steel package. As a rule of thumb,
reducing stress ratio upper limits from 1.0
to 0.85 can avoid such a costly outcome.
12. Geometry and bolting spatial
considerations. Line drawings and details
can be tricky. As connection designers, we
have to see things in an extruded form from
a 3D perspective; see the beam-column
moment connection in Figure 9 for an
example. Typically, beam ange and web

bolts are detailed with the same pull-off.

In most cases, this works just ne without
really even having to think about it. How-
ever, beam/column combinations in heav-
ily loaded joints may require k-riding for

Modern Steel Construction | 55