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Prequalification of
Moment Connections
Presented by
Thomas M. Murray, Ph.D., P.E.
Department of Civil and Environmental Engineering
Virginia Tech, Blacksburg, Virginia
28 October 2011
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HIGH SEISMIC MOMENT
CONNECTIONS
All High Seismic Moment Connectionsmust be Prequalified according to
ANSI/AISC 358. ANSI/AISC 358-10 PrequalifiedConnections for Special and I ntermediate
Steel Moment F rames for Seismic
Applications
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Why is Prequalification Required?
Because of connection failures during
the Northridge, California Earthquakeon January 17, 1994.
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ANSI/ASIC 358-10
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Refers to
Relies on
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Beam-to-column connections shall satisfy thefollowing Section 9.2a requirements:
An interstory drift angle of at least 0.04 radians.
The measured f lexural resistanceshall equal atleast 0.80 Mpof the connected beam at an 0.04radians.
AISC 341 SeismicSMF Connections
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Requirements of Sect. 9.2a are to be satisfied
by one of the following methods:
1. Conduct qualifying cyclic tests in accordance with
Appendix S. Tests conducted specifically for a project
or
Tests reported in the literature representative of
project conditions.
AISC 341 SeismicSMF Connections
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Project Specific Cyclic Test
Flush Moment End-Plate w/
Sixteen 1 in (75 mm)
A490 Bolts
AISC 341 SeismicSMF Connections
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2.Use connections prequalifiedfor SMF inaccordance with Appendix P
Use connection prequalified by a review panel
that is approved by the Authority Having
Jurisdiction.
or
Use connections prequalified by the AISC
Connection Prequalification Review Panel(CPRP) in Standard ANSI/AISC 358
AISC 341 SeismicSMF Connections
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Permitted Test Subassemblages:
SeismicApp. S Qualifying Cyclic Tests
TestColumn
FloorReaction Reaction
FloorFloorReaction
Brace
Load Cell
Test Beam
Points
Mount
Actuator
Actuator
Lateral
Single Beam, Single Column
without a Concrete Slab
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Two beams, single column w/ or w/o concrete slab
Rigid
Link
Lateral SupportTyp. CompositeSlab
Pin SupportRigi
dLink
W24x68 W24x68
Test Column
Reaction
Frame
ActuatorTest Frame
W
14x257
SeismicApp. S Qualifying Cyclic Tests
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Loading Protocol:
Load StepNumber
InterstoryDrift Angle, q
(rad)
Number ofLoadingCycles
1 0.00375 6
2 0.005 6
3 0.0075 6
4 0.01 4
5 0.015 2
6 0.02 2
7 0.03 2
Continue with increments in qof 0.01, andperform two cycles at each step
-0.06
-0.05
-0.04
-0.03
-0.02
-0.01
0
0.01
0.02
0.03
0.04
0.05
0.06
Number of cycles
InterstoryDrift
Angle
6 6 6 4 2 2 2 2 2
Notes: Quasi-static testing is permitted.
There is not a required number of tests.
SeismicApp. S Qualifying Cyclic Tests
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Quasi static test conducted at Virginia Tech
SeismicApp. S Qualifying Cyclic Tests
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Interior subassemblage test at UT-Austin
SeismicApp. S Qualifying Cyclic Tests
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Interior subassemblage test with concrete slab
SeismicApp. S Qualifying Cyclic Tests
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0.8 Mp
- 0.8 Mp
M0.040.8 Mp
M0.040.8 Mp
SeismicApp. S Qualifying Cyclic Tests
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Dynamic test conducted at UC San Diego
SeismicApp. S Qualifying Cyclic Tests
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ANSI/AISC 358 Prequalif ied Connections
for Special and I ntermediate Steel Moment
Frames for Seismic Applications
SOME SPECIFICS
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Reduced Beam Section Connection
Bolted Unstiffened and Stiffened Extended End-
Plate Moment Connections
Welded Unreinforced Flange
Welded Web Bolted Flange Plate
Kaiser Bolted Bracket
ConXtech Moment Connection
The Double Tee Stub is currently being balloted.
Connections Prequalified
Including Supplement No. 1
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Reduced Beam Section (RBS) Connection
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End Plate Moment Connections
Unstiffened Stiffened Stiffened
4-Bolt: 4E 4-Bolt: 4ES 8-Bolt: 8ES
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Bolted Flange Plate Connection
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Welded Unreinforced FlangeWelded Web
Connection
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Kaiser Bolted Bracket Connection
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ConXTech Moment Connection
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Provisions apply only to the prequalifiedconnections.
Beam and Column cross-section limitationsbased on specific test matrices
Rolled and Built-up Members permitted
Specific welding requirements for built-upmembers
PrequalifiedUnique Requirements
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Probable maximum moment at hingespecified
Plastic hinge location specified for eachconnection
Resistance Factors differ from AISCSpecificationand Seismic Specif ication
PrequalifiedUnique Requirements
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Based upon connecting beam strength:
Mpr = Cpr Ry Fy Zx
where:
Mpr = probable maximum beam moment
Ry = 1.1 for Fy = 50 ksi
Zx = plastic section modulus of beam
Probable Maximum Moment at Hinge
i i
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Probable Maximum Moment at Hinge
where:
Fy
= yield strength
Fu = tensile strength
For A992 Fy = 50 ksi, CprRy = 1.1 x 1.15= 1.27
Mpr = 1.27 Fy Zx or 27% increase
2.1F2
FFC
y
uy
pr
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Connection Design Moment
Sh is specified for each prequalified connection.
Plastic
Hinge
Plastic
Hinge
L = distance between plastic hinges
L = distance between centerline of columns
Sh
Sh
C i i
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Connection Design Moment
Mf= Mpr + Vu Sh
Plastic
Hinge
Sh
Vu Mpr
C i D i M
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Connection Design Moment
The connection design moment is the moment
at the face of the column:
Mf= Mpr + Vu Sh
where:Mpr = probable maximum beam moment
Vu = max. shear at the end of the beam
= 2Mpr/L + wuL/2Sh = distance from face of the column
to plastic hinge location
R i F
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Resistance Factors
Different resistance factors in 358 Prequalified:
Specif ication andDuctile Limit States d = 0.9Seismic: Non-Ductile Limit State n = 0.75Prequalified: Ductile Limit States d = 1.0
Non-Ductile Limit States n = 0.9
R i t F t
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Resistance Factors
REASON:
Specificationand Seismiclimit states represent max.
expected under strength, i.e.d = 0.9 and n = 0.75.Whereas, Mpr = Cpr Ry Fy Zx = 1.27 Fy Zx, represents
the maximum expected over strength including somestrain hardening.
If both are used, very conservative designs result.
Therefore, the Prequalifiedresistance factors were
increased to d = 1.0 and n = 0.90, but only for limitstates included in the Prequali f ied Standard.
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Specific Prequalified Connections
Reduced Beam
Section (RBS)
R d d B S ti (RBS)
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Reduced Beam Section (RBS)
RBS Concept:
Trim Beam Flanges
Near Connection
Reduce Moment at
Connection
Force Plastic Hinge
Away from Connection
R d d B S ti (RBS)
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Reduced Beam Section (RBS)
C ti P lifi d t UT A ti
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Connection was Prequalified at UT - Austin
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Whitewashed Connection Prior to Testing
C
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Whitewashed Connection Prior to Testing
C ti t 0 02 di
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Connection at q 0.02 radian.
C ti t 0 02 di
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Connection at q 0.02 radian.
C ti t 0 03 di
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Connection at q 0.03 radian.
C ti t 0 04 di
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Connection at q 0.04 radian.
C f R lt
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Conformance Results
Reduced Beam Section (RBS)
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Reduced Beam Section (RBS)
Prequalification Requirements for RBS in SMF
Beam depth: Up to W36
Beam weight: Up to 300 lb/ft
Column depth: Up to W36 for wide-flange
Up to 24-inches for box columns
Beam connected to column flange
(connections to column web not prequalified)
RBS shape: Circular
RBS dimensions: Per specified design procedure
Reduced Beam Section (RBS)
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Beam flange welds: - CJP groove welds- Treat welds as Demand Critical
- Remove bottom flange backing and
provide reinforcing fillet weld
- Leave top flange backing in-place; fillet
weld backing to column flange
- Remove weld tabs at top and bottom flanges
Beam web to column connection:
- Use fully welded web connection (CJP weldbetween beam web and column flange)
See ANSI/AISC 358 for additional requirements (continuity plates,
beam lateral bracing, RBS cut finish, etc.)
Reduced Beam Section (RBS)
Prequalification Requirements for RBS in SMF
Reduced Beam Section (RBS)
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Reduced Section Geometry
0.5bf< a < 0.75bf0.5d < b < 0.85d
0.1bf< c < 0.25bf
Reduced Beam Section (RBS)
Reduced Beam Section (RBS)
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Protected Zone
No Shear Studs.
No welded, bolted, screwed or shot-in attachments for
perimeter edge angles, exterior facades, partitions,
duct work, piping or other construction.
Decking arc-spot welds are permitted.
Reduced Beam Section (RBS)
Lateral Brace Violates Protected Zone
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Lateral Brace Violates Protected Zone
Lateral Brace Violates Protected Zone
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Lateral Brace Violates Protected Zone
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End-Plate Moment Connections
Unstiffened Stiffened Stiffened
4-Bolt: 4E 4-Bolt: 4ES 8-Bolt: 8ES
Specific Prequalified Connections
End-Plate Moment Connections
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End-Plate Concept:
No Field Welding
Simple Erection
Connection is Stronger thanBeam
Special welding requirements
Concrete slab requirements
End Plate Moment Connections
Connections were prequalified at Virginia Tech
End-Plate Moment Connections
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End Plate Moment Connections
AISC Design Guide 4
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For High Seismic
and Wind
Applications
AISC Design Guide 4
Design Methodology
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Design Methodology
Basic Philosophy
Strong column
Strong connection (Thick Plate)
Weak connecting beam or girder
Reduced resistance factors
Source of inelastic behavior
Connecting beam or girder
Design Considerations
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Required connection design moment
Connection strength
Welding procedure
Detailing Column side limit states
Design Considerations
Connection Design Moment
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Connection Design Moment
Mf= Mpr + Vu ShSh = min.[d/2, 3bbf] from face of column or
end of stiffener if one exits.
Connection Strength
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Connection Strength
Design connection bolts to resist Mf Thick Plate so Prying forces are negligible
Mf< Mnp with = 0.92(Pt)
2(Pt )
d1do
Mnp
Pt = tensile strength
of bolt
Connection Strength
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To avoid the formation of substantial bolt
prying forces the end-plate strength must
satisfy the following:
Mpl > 1.11 Mnp
Required end-plate thickness from yield-line
analysis is then:
where Y = yield-line parameter
Connection Strength
Y)F/(Mt ypplp with = 1.0
Connection Strength
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)d)(d2(PMM 1otnpn
Connection Strength
Example: 4E2(Pt )
2(Pt )
d1d
o
Mnp
Connection Strength
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Mpl = Fpy tp2 Y
where:
Fpy = end-plate material
yield stress
tp = end-plate thickness
g
bp
s
p
d
pf
t pf
Connection Strength
Example: 4E
Connection Strength
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Required end-plate thickness
where 1.0Y)F/(Mt ypplp
2
1
p
h
2
b
g
2sp
s
1
p
1
2
bphY
f
p
f
f
p
t
gb2
1s p
gbp
sp
d
p fpf
Connection Strength
Example: 4E
Connection Strength
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Design process is the same as
for the 4ES configuration.
g
pf
pb
pb
pf
d
bp
ts
Connection Strength
Example: 8Es
End-Plate Welding
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Weld access hole not permitted because of
ruptures that occurred during testing.
Rupture
g
End-Plate Welding
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Weld access hole not permitted because of
ruptures that occurred during testing.
Rupture
g
End-Plate Welding
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Recommended welding procedure:
No weld access holes
Surface Preparation:
All surfaces ground clean Flanges beveled 45 full depth
Minimum root opening
45
45
Typical Beam
g
End-Plate Welding
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Recommended welding procedure:
Welding Sequence:
1. Fillet welds on both sides of web
installed.
2. Fillet welds on inside of flangesinstalled.
3. Flange groove weld root
backgouged and flange groove
welds installed.
Note: Welds over webs are not CJP.
Backgouge
Backgouge
1
2
3
3
g
Detailing Requirements
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Effective end-plate width in calculations
Beam flange width + 1 in.
Bolt gage < beam flange width
Bolt spacing and pitch Provide adequate tightening clearances
Finger shims
Used to correct beam length variations
e g equ e e s
4ES and 8ES Stiffener Detailing
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Length of Stiffener
Lst
= hst
/ tan 30
30
1"
Lst
1"
hst
g
4ES and 8ES Stiffener Detailing
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g
End-plate stiffener thickness
Stiffener should have same strength as the
beam web
ts = (Fyb / Fys) twb
Stiffener Welds
Full penetration groove welds are
recommended.
Designed for one-half of the flange force
Other Limit States to Consider
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Column Side
Flange bending
Local web yielding
Web crippling
Compression buckling of web Continuity plates
Panel zone
See AISC Design Guides 4, 16, and 13
8-Bolt Stiffened Moment End-Plate, 8ES
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8-Bolt Stiffened Moment End-Plate, 8ES
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8-Bolt Stiffened Moment End-Plate, 8ES
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Total Plastic Rotation (rad)- 0.08 -0.06 -0.04 -0.02 0.00 0.02 0.04 0.06 0.08
MomentatColumnCenterline(in-kip
s)
-25000
-20000
-15000
-10000
-5000
0
5000
10000
15000
20000
25000
Total Rotation (rad)- 0.08 -0.06 -0.04 -0.02 0.00 0.02 0.04 0.06 0.08
MomentatColumnCenterline(in-kip
s)
-25000
-20000
-15000
-10000
-5000
0
5000
10000
15000
20000
25000
Moment at Column Centerline Moment at Column Centerlinevs vs
Total Rotation Plastic Rotation
8ES-1.25-1.75-30
End-Plate Moment Connections
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Prequalification Requirements:
Beam depth: Min. and max. in Table 6.1
Beam weight: No limit
Column depth: Up to W36
Beam connected to column flange
(connections to column web not prequalified)
Bolts: A325 or A490
Finger Shims: Permitted
Connection Test with Concrete Slab
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R
igidLink
Lateral Support
Typ.Composite
Slab
Pin SupportRigidLink
W24x68 W24x68
Test Column
Reaction
Frame
ActuatorTest Frame
W14x257
Test 1 with Concrete Slab
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Test 1 with Concrete Slab
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Test 1 with Concrete Slab
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Premature Bolt Rupture
Test 2 with Concrete Slab
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10'-0" 10'-0"
3'-0"
3'-0"
1'-11 1/4"
3'-4 1/2" 4'-8 1/4"
NO STUDS
HINGE ZONE
END
OF
STIFFENER
1'-11 1/4"
4'-8 1/4" 3'-4 1/2"
NO STUDS
HINGE ZONE
END
OF
STIFFENER
1/2" MIN. GAPFORMED W/ NEOPRENE
FILLED W/ FOAM INSUL.
5" COMPOSITE SLAB(3" COVER ON 2 COMPOSITE METAL DECK)
REINFORCED W/ 4x4-W2.9xW2.9 WWF
3/4" X 4" SHEAR STUDS@ 1'-0" MAX.
Test 2 with Concrete Slab
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Test 2 with Concrete Slab
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-250
-200
-150
-100
-50
0
50
100
150
200
250
-0.05 -0.04 -0.03 -0.02 -0.01 0.00 0.01 0.02 0.03 0.04 0.05
Total Rotation (rad.)
ColumnTipLoad(kips
-250
-200
-150
-100
-50
0
50
100
150
200
250
-0.06 -0.04 -0.02 0.00 0.02 0.04 0.06
Beam Rotation (rad.)
ColumnTipLoad(kips
Column Tip Load Column Tip Load
vs . vs.Total Rotation Beam Rotation
Requirement for All Prequalified Bolted
C ti
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Connections
Compressible expansion joint material, at
least 1 in. thick, shall be installed to isolate
the column/connection from the concrete
slab.
S ifi P lifi d C ti
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Bolted Flange
Plate (BFP)
Specific Prequalified Connections
Bolted Flange Plate (BFP)
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BFP Concept:
Shop Welded/Field Bolted
A325 or A490 bolts
Top and bottom flange
plates must be identical
Hinge at end of flange
plates
Bolted Flange Plate (BFP)
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Prequalified at
U. of California
at San Diego
Bolted Flange Plate (BFP)
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Bolted Flange Plate (BFP)
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Bolted Flange Plate (BFP)
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Bolted Flange Plate (BFP)
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Bolted Flange Plate (BFP)
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Bolted Flange Plate (BFP)
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Bolted Flange Plate (BFP)
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95
Bolted Flange Plate (BFP)
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96
FractureLocation Close-up of Fracture
Location
Specific Prequalified Connections
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97
Welded Unreinforced
Flange - Welded Web(WUFW)
Specific Prequalified Connections
Welded Unreinforced Flange- Welded Web
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98
WUF-W Concept:
Full beam strength
Shop welded single plate
with bolts for erection Field welded beam flange
to column flange
Field welded single plate to
beam web
Similar to pre-Northridge
(WUF-W)
connection
Welded Unreinforced Flange- Welded Web
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99
(WUF-W)
Erection Bolts
Specific Prequalified Connections
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100
Proprietary
Kaiser BoltedBracket (KBB)
Flange Welded Flange Bolted
Specific Prequalified Connections
Kaiser Bolted Bracket (KBB)
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101
KBB Concept:
Cast steel bracket
Welded or bolted tobeam flanges
Bolted to column flange
Shop welded single plate web connection
Pretensioned 1-3/8 or 1-1/2 in. diameter A490
or A354 bracket bolts
Used for retrofiting
Kaiser Bolted Bracket (KBB)
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102
Specific Prequalified Connections
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103
Proprietary
ConXtechCONXLTM
Moment
Connection
Specific Prequalified Connections
ConXtech CONXLTM Moment Connection
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104
ConXtech CONXLTM Moment Connection
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105
Concept:
Biaxial
16 in. square HSS or
built-up box concrete
filled columns Shop welded forged steel
fittings on beams and columns
Field bolted with 1-1/2 in. A574 bolts All beams must be of same nominal depth
Extremely fast erection
ConXtech CONXLTM Moment Connection
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106
ConXtech CONXLTM Moment Connection
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107
ConXtech CONXLTM Moment Connection
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108
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Thank You!!