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SESSION 4
FRAMING (SHEAR)
CONNECTIONS
CONTINUED
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SEMINAR OUTLINE
Session 4 Framing Connections Continued
Session 5 Moment ConnectionsSession 6 End-Plate Moment Connections/
Bracing Connections
Closure
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Bolted / Bolted Double Angles
114"
3"3"
114
"
W14x30 A992
tw = 0.27 in.12"
12"
3"
2L 5 x 3 x 5/16 x 0'-8 1/2A36
3/4 A325-N Bolts
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Bolted / Bolted Double Angles
Eccentricity not considered in these
connections
For Bolt Rupture: Vn = Fv Ab x 6
No New Limit States
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Bolted / Welded Double Angles
2L 3 x 3 x 5/16 x 0'-8 1/2"
W14x30A992tw = 0.27 in.
A36
812"
2"
4"
Return
@ Top1/4"3/4 A325-N Bolts
E70XX
Knife Connection
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Bolted / Welded Double Angles
Knife Connection
Beam to Column Flange
Bottom Cope to Permit Erection
New Limit States:
Coped Beam Web Strength atTension Flange
Weld Strength on OSLs
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Bolted / Welded Double Angles
Coped Beam Web Strength at
Tension Flange
Vn = b Fy Snet / e
b = 0.9
Snet from Table 8-49
4"
2"
W14x30
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Vn/2
L/6
e
L
CL
Web
O
Tension, ft
Bolted / Welded Double Angles
Weld Strength on OSLs
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Bolted / Welded Double Angles
2
nt
nt
o
nv
L
eV1.8f
e
2
VL
3
2L
6
5f
2
1
0M
L
2Vf
Vn/2
L/6
e
L
CLWeb
O
Tension, ft
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Bolted / Welded Double Angles
22
2
n
22
2
n
2
v
2
tw
e12.9L
D)(1.392L2V
e12.9LL2V
fff
Vn/2
L/6
e
L
CLWeb
O
Tension, ft
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Bolted / Welded Double Angles
Example: Calculate Vn based on the weldrupture strength of the OSLs
e = 3 + 0.27/2 =3.135 in.
L = 8.5 in.
3/4 A325-N Bolts
E70XX
2L 3 x 3 x 5/16 x 0'-8 1/2"
W14x30A992tw = 0.27 in.
A36
812"
2"
e
Return@ Top
1/4"
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Bolted / Welded Double Angles Example
Note: Weld returns at top of angles have
been neglected
k57.0
(3.135)12.95.8
4)(1.392(8.5)2
e12.9L
D)(1.392L2V
22
2
22
2
n
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Single Plate
SHEAR TAB OR SINGLE
PLATE
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Mw
= Vu
ew
Mb = Vu eb
Shear Tab or Single Plate
Mw M b
Bolt
Line
e b
ew
a
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Shear Tab or Single Plate
Rotation is obtained
by bolts plowingthe plate, which
requires limiting the
plate thickness
Single Plate
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Shear Tab or Single Plate
Geometric Limitations:
tp < db /2 + 1/16
Lh
> 1 1/2 in.
Lv > 1 1/2 in.
2 1/2 in. < a < 3 1/2 in.
2 < n = No. of Bolts < 9L > T/2
Plate Material: A36 Steel
a
L
Lv
2@3"
Lh
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Shear Tab or Single Plate
Eccentricities depend on:
i) Connected Element
Rigid
Flexible
ii) Hole Type
Standard
Short Slots
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Shear Tab or Single Plate
Rigid Elements:
Column Flange
Girder w/ Plates on Both Sides Concrete Wall
Flexible Elements
Girder Web on One Side
Note: Not recommended for column webs.
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Shear Tab or Single Plate
Flexible Support /
Standard Holes
eb = |(n - 1)a| > a
Flexible Support /
Short Slotted Holes
eb = |(2n/3)a| > a
a eb
Bolt
Line
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Shear Tab or Single Plate
Rigid Support /
Standard Holes
eb = |(n - 1)a|
Rigid Support /
Short Slotted Holeseb = |(2n/3)a|
a eb
Bolt
Line
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Shear Tab or Single Plate
Weld Strength
E70XX Electrode
Weld Size > 3/4 tp on each side
Weld size is then sufficient to develop plate
in tension yielding
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Shear Tab or Single Plate
Plate Limit States:
Shear Yielding
Shear Rupture Block Shear
Bearing / Tear Out
Plate Buckling
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Shear Tab or Single Plate
Plate Buckling
tp > L / 64 > 1/4 in.
L
Compression
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Shear Tab or Single Plate
Example: Determine required plate and
weld sizes.
W14x30
tw = 0.27 in
T = 12 in.
Vu = 40 k
E70XX
3/4 in. A325-N Bolts
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Shear Tab or Single Plate Example
Try 33/4 in. A325-N Bolts
Vn = (0.75 x 48 x 0.4418) (3)
= 15.9 x 3
= 47.7 k > Vu = 40 k
Try 1/4 in. plate
Maximum Plate Thickness
= d/2 + 1/16 = 3/8 + 1/16 = 0.4375 in.
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Plate Geometry
Check Plate
BucklingL / 64 = 9 / 64
= 0.14 < 1/4 OK
Shear Tab or Single Plate Example
2@3"9" > T/2
112"
112"
3"112"
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Check bolts for eccentric loading:
Rigid Support / Standard Holes
eb
= |(n - 1)a| = |(31)3| = 1.0 in.
Using Table 8-18 with
s = 3 in. ex = 1.0 in. n = 3By extrapolation: C = 2.71
Shear Tab or Single Plate Example
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Vn = C x rv
= 2.71 x 15.9= 43.1 k > Vu = 40 k OK
Shear Tab or Single Plate Example
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Plate Limit States
t = 1/4 in.
Shear Yielding:
Vn = 0.9 (0.6 Fy) Ag
= 0.9 (0.6 x 36) (0.25 x 9)
= 43.7 k > 40 k OK
Shear Tab or Single Plate Example
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Shear Rupture:
Vn = 0.75 (0.6 Fu) An = 41.6 k OK
Block Shear: 44.8 k OK
Bearing/Tear Out: 53.4 k OK
Use PL 1/4 x 4 1/2 x 0-9 A36
with (3) 3/4 in. A325-N Bolts
Shear Tab or Single Plate Example
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Required Weld Size
tweld = 3/4 (1/4) = 3/16 in.
Notes: - Min. weld requirements may
control
- Beam web (tw
= 0.27 in.) will not
control bearing and tear out
Shear Tab or Single Plate Example
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Shear Tab or Single Plate Example
112"
2@3"
1
1
2"
112"
9"
3"
3/16
PL 1/4 x 4 1/2 x 0'-9"
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SINGLE ANGLE
CONNECTIONS
Bolted and Welded Alternatives
One Angle
Horizontal short slots
may be used in angle
@ TopReturn
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Eccentricity Assumptions for OSL
Single Row Double Row
Single Angle Connections
ea=ebb
e a
CL Web CL Web
Bolts
Angle
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Eccentricity Assumptions for OSL
Welded
Single Angle Connections
e w2 tweldReturn
CL Web
+
c.g.weld
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Single Angle Connections
Notes:
Eccentricity is ignored on the beam side
when the connection is a single row. Standard holes or short slots can be used
on the beam side.
Only standard holes should be used onthe supporting member side.
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Single Angle Connections
Additional Limit States for BoltedConnections
Flexural Yielding
Vn = 0.9 Fy Sg / ea
Sg = tp L2/6
L
ea
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Single Angle Connections
Flexural Rupture
Vn = 0.75 Fu Snet / ea
Snet:
See LRFD Manual, Table 12-1
L
ea
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Eccentric Shear of Bolt Group
(Instantaneous Center of Rotation Method)
Table 8-18 Table 8-19
Vn = C ( rv)
fVnfVn
Single Angle Connections
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Single Angle Connections
Bearing and Tear Out
Vn = C ( rvb)
where rvb is the bearing / tear out
strength at the outermost bolt
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Single Angle Connections
db (in.) Min. t (in.)
3/4 3/87/8 3/8
1 1/2
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Additional Limit States for WeldedConnections
Eccentric Shear Strength of Weld
Table 8-44
2 tweldReturn
fVn fVn
Single Angle Connections
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Welded Unstiffened Seat
Connections
Stabilizing
Angle
L4x4x1/4
Alternate
Location
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Welded Unstiffened Seat
ConnectionsLimit States:
Beam Local WebYielding
Beam Local WebCrippling
Seat Angle Bending
Seat Angle ShearYielding
Weld Rupture
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Beam Local Web Yielding
N+2.5k
N
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Beam Local Web Yielding
Section K1.3
Web Local Yielding
= 1.0Rn = (2.5kdesign + N)Fyw tw
N+2.5k
N
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Beam Local Web Crippling
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Beam Local Web Crippling
Section K1.4 Web Local Crippling @
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Design Model for Angle Flexure
The N-distance is
determined from the
limit states of webyielding and web
crippling, but not less
than kdetailing.
34
"N
Critical Section
for Bending, Shear
Supported Beam
Supporting Column
ra= 3/8"
ta
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Design Model for Angle Flexure
Setback = 1/2 in.
Beam Tolerance = 1/4 in.
Use 3/4 in. setback
in calculations
34" N
Critical Section
for Bending, Shear
Supported Beam
Supporting Column
ra= 3/8"
ta
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Design Model for Angle Flexure
The maximum value of
N is then used todetermine the
eccentricity:
e = N/2 + (3/43/8)ta
= N/2 + 3/8 -ta
3
4
" N
Critical Section
for Bending, Shear
Supported Beam
Supporting Column
ra= 3/8"
ta
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Design Model for Angle Flexure
For the Limit State of Web Yielding
design
wy
umin k5.2
tF0.1RN
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Design Model for Angle Flexure
For the Limit State of Web Crippling
when N/d < 0.2
when N/d > 0.2
0.2t
t1
tF
t
)(68t0.75
R
4
dN
1.5
w
f
fy
w
2
w
umin
5.1
w
f
fy
w2
w
umint
t1tF
t
)(68t0.75
R
3
dN
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Design Model for Angle Flexure
Required angle thickness
from OSL bending
with La = angle length
e = N/2 + 3/8 - ta
ay
ureq
LF9.0
eR4t
34
" N
Critical Section
for Bending, Shear
Supported Beam
Supporting Column
ra= 3/8"
ta
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Angle Shear Yielding
Therefore
angleaynu tL)F6.0(9.0RR
ay
ureq
L)F6.0(9.0
Rt
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Weld Rupture
The weld is subjected
to eccentric shear.
Table 8-38 of LRFD
Vol. II will be used to
determine requiredweld size.
34"
N
Critical Sectionfor Bending, Shear
Supported Beam
Supporting Column
ra= 3/8"ta
W ld R t
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Weld Rupture
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4"
AlternateClip Position
StabilizerClip
Seat PlateStiffenerOptionalTrim Lines
2"
Stiffened Seated Connections
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Stiffened Seated Connections
Limit States:
Beam Web Yielding
Beam Web Crippling
Strength of Stiffener Plate
Eccentric Shear of Connecting Side Weld
or Bolts
Column Web Failure
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Stiffened Seated Connections
Notes:
1/2 in. setback but 3/4 in. for calculations
Seat plate > 3/8 in. For unstiffened beam webs, the seat
stiffener thickness is a function of the
beam and seat stiffener yield stresses andthe weld size.
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Stiffened Seated Connections
For Unstiffened Beams:Seat Stiffener
Beam, Fy Fy ts
36 36 tw50 36 1.4 tw
50 50 tw
For Stiffened and Unstiffened Beams
Seat Stiffener: ts (36 ksi) > 2 tweld
ts (50 ksi) > 1.5 tweld
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Stiffened Seated Connections
Column Web Failure
Stress concentration requires stiff web.
Stress Concentration
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Column Web Failure
Also need to prevent flange rotation.
Stiffened Seated Connections
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Stiffened Seated Connections
LRFD Vol. II has a simplified approach
for sections heavier than:
43 lb/ft for W14 ( > W14x43)
40 lb/ft for W12 ( > W12x40)
30 lb/ft for W10 ( > W10x30)
24 lb/ft for W8 ( > W8x24)
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Stiffened Seated Connections
Rules:
Beam must be bolted to seat with A325 or
A490 bolts within the greater of W/2 or
2 5/8 in. from the column web.
Special rules for W14x43
Seat plate is not welded to the beam
Weld size is limited to shear yield
strength of the column web
Stiff d S t d C ti
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Stiffened Seated Connections
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END OF SESSION 4
Design Examples
(For Home Study)
Si l A l C i
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Single Angle ConnectionsExample: Is the connection adequate?
W21x50A992
tw = 0.38 in.
Vu = 90 k
Vu = 90 k
112"
2"
112"
4@3"
3"
3"
3"
134
"114
"
OSL
L8 x 6 x 3/8 x 1-3 A36
3/4 in.
A325N Bolts
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Single Angle Connection Example
Angle Flexural Yield
Supporting Side OSL Controls
Vn = 0.9 Fy Sg / ea
Sg = (3/8) (15.0)2
/ 6 = 14.06 in3
ea = 0.38 / 2 + 3 = 3.19 in.
Vn = 0.9 Fy Sg / ea
= 0.9 (36) (14.06) / 3.19
= 142.9 k > 90 k OK
Vu
a
Si l A l C ti E l
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Angle Flexural Rupture
From Table 12-1
Snet = 10.1 in3
Single Angle Connection Example
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Si l A l C ti E l
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Vn = 0.75 Fu Snet / ea
= 0.75 (58) (10.1) / 3.19
= 137.7 k > 90 k OK
Single Angle Connection Example
Si l A l C ti E l
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Bolt Ruptureeb = 0.38 / 2 + 3 + 1.5 = 4.69 in.
Table 8-19
n = 5 b = 3 in. s = 3 in.
By interpolation: C = 6.29
Single Angle Connection Example
Vu
eb
3"
3"
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Single Angle Connection E ample
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3/4 in. A325-N
rv = 0.75 x 48 x 0.4418
= 15.9 k
Vn = C ( rv) = 6.29 x 15.9
= 100 k > 90 k OK
Single Angle Connection Example
Si l A l C ti E l
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Bearing / Tear OutCritical Bolts
Brg. = 2.4 (58) (3/4 x 3/8)
= 39.2 k
T.O. = 1.2 (58) (1.513/32) (3/8)
= 28.5 k
rbv = 0.75 (28.5)
= 21.4 k > rv = 15.9 k OK
Vu
Single Angle Connection Example
Single Angle Connection Example
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Beam Web
tw = 0.38 in > 3/8 in.
will not control
Connection is adequate if supporting
element thickness is> (15.9 / 39.2) (3/8) = 0.15 in.
Single Angle Connection Example
Single Angle Design Example
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Single Angle Design Example
Example: Outstanding leg of previousconnection welded. Determine required
weld size. Column, tf= 0.710 in.2 t
weldReturn
Vu = 90 k
E70XX
L6 x 6 x 3/8 x 1'-3"
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Table 8-44 with l = 15 in.
kl = 6 in.
k = 6 / 15 = 0.4 x = 0.057
xl = 0.057 x 15 = 0.855 in.
al = 0.38/2 + 60.855
= 5.34 in.
a = 5.34 / 15 = 0.356
Single Angle Connection Example
15"
0.19"
al
xl
Vu = 90 k
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C = 1.64 by interpolationDreqd = Vu / (C C1 l)
= 90 / (1.64 x 1.0 x 15)
= 3.65 4/16 = 1/4 in.
Min. weld = 1/4 in. (Column tf= 0.710 in.)
Max weld = 5/16 in.
Use 1/4 in. Fillet weld
Single Angle Connection Example
U tiff d S t C ti E
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Unstiffened Seat Connection Ex.
W18x46 A992
W14x90 Column
L4 x 4 x 5/8 x 0'-8"
?
0.440"
Vu = 35 k
Web
CL
W18x46
bf= 6.06 in.tf= 0.605 in.d = 18.06 in.
tw= 0.360 in.kdetailing = 1 1/4 in.kdesign = 1.01in.
Example:
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Unstiffened Seat Connection Ex.
Example: Determine
(1) if seat angle is adequate, and
(2) required weld size.
A36 Angle E70xx Electrode
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Unstiffened Seat Connection Ex.
For the Limit State of Web Yielding
design
wy
umin k5.2
tF0.1
RN
01.1x5.2360.0x50x0.1
35
detailingk58.0
iff S C i
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Unstiffened Seat Connection Ex.
For the Limit State of Web Cripplingassuming N/d < 0.2
5.1
w
f
fy
w
2
w
umin
t
t1
tF
t
)t68(75.0
R
3
dN
5.1
2 360.0
605.01
605.0x50
360.0
)360.0x68(75.0
35
3
06.18
in.5.5
Unstiffened Seat Connection E
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Unstiffened Seat Connection Ex.
For the Limit State of Web Crippling,
N = -5.5 in. < kdetailing
Therefore
N = kdetailing = 1.25 in.
Check
N/d = 1.25/18.06 = 0.069 < 0.2 OK
Unstiffened Seat Connection Ex
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Unstiffened Seat Connection Ex.
Required angle thickness from OSL bending
e = N/2 + 3/8 ta
= 1.25/2 + 3/85/8
= 0.375 in. 34" N
Critical Sectionfor Bending, Shear
Supported Beam
Supporting Column
ra= 3/8"
ta
Unstiffened Seat Connection Ex
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Unstiffened Seat Connection Ex.
With La = 8 in.
= 0.45 in. < 5/8 in. OK
ay
ureq
LF9.0
eR4t
0.8x36x9.0
375.0x35x4
U tiff d S t C ti E
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Unstiffened Seat Connection Ex.
Required angle thickness fromOSL Shear Yielding:
ay
u
req L)F6.0(9.0
R
t
.in225.00.8)36x6.0(9.0
35
5/8 in. OK
U tiff d S t C ti E
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Unstiffened Seat Connection Ex.
Determine required weld size.
Using Table 8-38 with
angle = 0 degrees
k = 0.0
e = 3/4 + N/2 = 3/4 + 1.25/2 = 1.375 in.
a = e/L = 1.375/4.0 = 0.344
Find C = 2.18
Unstiffened Seat Connection Ex
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Unstiffened Seat Connection Ex.
U tiff d S t C ti E
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Unstiffened Seat Connection Ex.
Dmin = Ru/CC1L = 35/(2.18x1.0x4.0)
= 4.0 1/16ths
Min. Weld = in.
Use in. fillet weld both sides of angle legs.
Returns at top.
Unstiffened Seat Connection Ex
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Unstiffened Seat Connection Ex.WebCL
W18x46 A992
L4 x 4 x 5/8 x 0'-8"
1/4
W14x90 Column0.440"
Vu= 35 k
Stiffened Seat Example
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Stiffened Seat Example
Determine: 1. A36 stiffener thickness
2. E70XX weld size.
W24x68A36
t wb = 0.415 in.
twc
W14x90A992
= 0.440 in.
W
Lt s
Ru = 80 k
Stiffened Seat Example
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Stiffened Seat Example
W14x90 Satisfies column web requirement.
W24x68A992
t wb = 0.415 in.
twc
W14x90A992
= 0.440 in.
W
Lt s
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Stiffened Seat Example
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Stiffened Seat Example
Web Crippling
Using the Factored Uniform Load Table inPart-4 assuming N/d < 0.2
Check N/d = 1.20 / 23.73 = 0.05 < 0.2 OK(Or calculate as in Session 2.)
in.88.10.7513.10.7557.5
7.7380
setbackR
RR
W4
3u
min
Stiffened Seat Example
7/30/2019 beam column connection
101/106
101
Web Yielding
Use W = 4 in. and t = 3/8 in.
Bolt location rule will be satisfied.
in.17.10.75418.00.758.203.7180
setbackR
RRW
2
1umin
Stiffened Seat Example
Stiffened Seat Example
7/30/2019 beam column connection
102/106
102
With: W = 4 in.
1/4 in. Weld
Using Table 9-9:
L = 10 in.
Rn = 82.3 > Ru = 80 k
Stiffened Seat Example
34"
Ru = 80 k
10"
4"
Stiffened Seat Example
7/30/2019 beam column connection
103/106
103
Stiffened Seat Example
Stiffened Seat Example
7/30/2019 beam column connection
104/106
104
Column Web Strength at Weld:
Rn = 0.9 (0.6 Fy) L twc x 2= 0.9 (0.6 x 50) (10) (0.440) (2)
= 237.6 k > 80 k OK
Stiffened Seat Example
Stiffened Seat Example
7/30/2019 beam column connection
105/106
105
Stiffener Plate (W24x68 twb = 0.415 in.)
ts (36 ksi) > 1.4 twb (50 ksi)
> 1.4 x 0.415 = 0.581 in.
ts > 2 tweld = 2 x 1/4 = 1/2 in.
Use 5/8 in. plate
Stiffened Seat Example
Stiffened Seat Example
7/30/2019 beam column connection
106/106
Stiffened Seat Example
< 34"
10"
4"
PL 5/8 x 5 x 0'-10"
PL 3/8 x 5 x 0'-8"
1/4