aisc design guide 16 - errata - flush and extend multiple-row moment end-plate connections

Revision and Errata List, March 1, 2003
AISC Design Guide 16: Flush and Extended
Multiple-Row Moment End-Plate Connections
The following editorial corrections have been made in the
First Printing, 2002. To facilitate the incorporation of these
corrections, this booklet has been constructed using copies
of the revised pages, with corrections noted. The user may
find it convenient in some cases to hand-write a correction;
in others, a cut-and-paste approach may be more efficient.
2.5.2 Design Procedure 2;
Thin End-Plate and Larger Diameter Bolts:
The following procedure results in a design with a rela-
tively thin end-plate and larger diameter bolts. The design
is governed by either the yielding of the end-plate or bolt
rupture when prying action is included, requiring "thin"
plate behavior. The "summary tables" refer to Tables 3-2
through 3-5 for the flush end-plate connections and Ta-
bles 4-2 through 4-6 for the extended end-plate connec-
tions. The design steps are:
1.) Determine the required plate thickness,
(2-9)
Note: This equation is derived from equating to
given in the "summary tables" as follows:
(2-10)
2.) Select a trial bolt diameter, and calculate the
maximum prying force.
For flush end-plate connections and for the interior
bolts of extended end-plate connections, calculate
as follows:
Note that for flush connections Also, the last
term in the numerator of Equation 2-14 represents the

contribution of bolt shank bending in Figure 2-
1).
For extended connections, also calculate based
on the outer bolts as follows:
If the radical in either expression for (Equations
2-11 and 2-15) is negative, combined flexural and
shear yielding of the end-plate is the controlling limit
state and the end-plate is not adequate for the speci-
fied moment.
3.) Calculate the connection design strength for the limit
state of bolt rupture with prying action as follows:
For a flush connection:
11
(2-15)
(2-16)
(2-17)
(2-18)
For an extended connection:
(2-19)
where,
distance from the Centerline of each tension
bolt row to the center of the compression
flange (Note: For rows that do not exist in a
connection, that distance d is taken as zero),
specified pretension in Table J3.7 of AISC
ASD or Table J3.1 of AISC LRFD (also re-
produced in Table 2-1 of this Guide).
(2-11)
(2-12)
(2-13)

(2-14)
Rev.
3/1/03
Rev.
3/1/03
min
Rev.
3/1/03
=3.68
2
2
3.68
2
41
Comparison of Results for the Two Design Procedures
Design Procedure 1
End-Plate: A572 Gr 50 material
t
p
= 9/16 in.
Bolts: A325
d
b
= 5/8 in.
Design Procedure 2
End-Plate: A572 Gr 50 material
t
p
= 1/2 in.
Bolts: A325

d
b
= 3/4 in.
As expected, Design Procedure 1 results in a thicker
end-plate and smaller diameter bolts than Design
Procedure 2. Either design is acceptable. Note: A
check of the design strength of the two designs using
the procedure outlined in Appendix B yields the fol-
lowing:
Design Procedure 1
:
I
M
n
= 1987 k-in. (Thick plate
behavior controlled by bolt rupture – no prying ac-
tion)
Design Procedure 2
:
I
M
n
= 2108 k-in. (Thin plate
behavior controlled by end-plate yielding)
4.2.2 Four-Bolt Extended Stiffened Moment End-
Plate Connection (Table 4-3)
In this four-bolt stiffened example, the required factored
moment of 1,750 k-in. and connection geometry of the
four-bolt extended unstiffened connection of Example
4.2.1 is used so that the required end-plate thickness and

bolt diameter can be compared. As before, the end-plate
material is A572 Gr 50, the bolts are snug-tightened
A325, and the connection is used in rigid frame construc-
tion as assumed in the frame analysis. Both LRFD design
procedures are illustrated.
Geometric Design Data
b
p
= b
f
= 8 in.
t
f
= 3/8 in.
g = 3 in.
p
f,i
= 1 3/4 in.
p
f,o
= 2 1/2 in.
p
ext
= 5 in.
h = 24 in.
Calculate:
J
r
= 1.0 for extended connections
d

0
= 24+2.5-(0.375/2) = 26.3125 in.
h
0
= 26.5 in.
d
1
= 24-0.375-1.75-(0.375/2) = 21.6875 in.
h
1
= 21.875 in.
d
e
= 5-2.5 = 2.5 in.
Design Procedure 1 (Thick End-Plate and Smaller
Diameter Bolts):
1.) Solve for the required bolt diameter assuming no pry-
ing action,
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Rev.
3/1/03
47
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3.) Calculate the connection design strength for the limit
state of bolt rupture with prying action,
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2
2
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tbt
>
@
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)d(T
)d)(dQ(P)dQ(P
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3210b
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q

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22
22
2
22
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I
I
I
I
I
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b
= 28 k
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313.3839.88.39275.0
max
-
-
-
-
M
q
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I
4.) Check that

I
M
q
> M
u
. If necessary, adjust the bolt di-
ameter until
I
M
q
is greater than M
u
.
46006074 !
q
M
I
k-in so the trial bolt,
3/4 in dia. is ok
.
Note: A check (not shown) of 5/8 in. bolt confirms
that 3/4 in. is required.
Comparison of Results for the Two Design Procedures
Design Procedure 1
End-Plate: A572 Gr 50 material
t
p
= 5/8 in.
Bolts: A325
d

b
= 5/8 in.
Design Procedure 2
End-Plate: A572 Gr 50 material
t
p
= 9/16 in.
Bolts: A325
d
b
= 3/4 in.
As expected, Design Procedure 1 results in a thicker
end-plate and smaller diameter bolts than Design
Procedure 2. Either design is acceptable. Note: A
check of the design strength of the two designs using
the procedure outlined in Appendix B yields the fol-
lowing:
Design Procedure 1
:
I
M
n
= 5460 k-in. (Thick plate
behavior controlled by bolt rupture – no prying ac-
tion)
Design Procedure 2
:
I
M
n

= 5415 k-in. (Thin plate
behavior controlled by end-plate yielding)
4.2.5 Multiple Row Extended Stiffened 1/3 Moment
End-Plate Connection (Table 4-6)
The required end-plate thickness and bolt diameter for an
end-plate connection with the geometry shown below and
a required factored moment of 4,600 k-in. is to be deter-
mined. The end-plate material is A572 Gr 50 and the bolts
are fully tightenedA325, and the connection is used in
rigid frame construction as assumed in the frame analysis.
Both LRFD design procedures are illustrated.
Geometric Design Data
b
p
= b
f
= 8 in.
t
f
= 3/8 in.
g = 3 in.
Summary: t
p
= 9/16 in.
d
b
= 3/4 in.
p
t
g

t
w
p
b
d
p
t
p
b
f, i
p
f, o
e
b
p
f
s
s
3
h
h
1
h
0
h
0
d
1
d
3

d
d
2
p
t
ext
p
Rev.
3/1/03