2014.01.08 - Moment Connections to HSS Columns
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Transcript of 2014.01.08 - Moment Connections to HSS Columns
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Moment Connections to HSS ColumnsPresented by Kim Olson, PE
FORSE Consulting, LLC
SE University, January, 2014www.LearnWithSEU.com
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Remember!Due to the flexibility of their walls, local strength of an HSS at the connection may control the capacity of the connection.
This is very different than designing for Wide This is very different than designing for Wide Flange (WF) supports.
Understanding this while sizing members will mean efficient and economical connections without the need for costly stiffeners or reinforcing.
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Types of HSS-Wide Flange Moment Connections• Continuous beam w/column below (and above
and below)
• Directly welded• Directly welded
• Through-plate
• Cut out/exterior diaphragm plate
• Welded tee flange
• End plates
• Interior diaphragm plate
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Continuous Beam – single story
• Don’t forget to brace the bottom of the beam!
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Continuous Beam – column splice
• Beam web can be stiffened with plates or with split HSS sections to match the column section
• Beam flange should be wider than HSS
• Moment transfer limited by bolts, beam flange thickness, cap/base plate thickness
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Directly Welded• Can be used to transfer
larger moments to the HSS column
• Capable of developing the • Capable of developing the available flexural strength of the column, but rarely of the WF beam due to flexibility of HSS wall
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Directly Welded• For best results, use HSS
with thick wall and WF with flange width approximately equal to HSS flat dimension (B-3t)HSS flat dimension (B-3t)
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Directly Welded Connection Example• AISC Manual Chapter K
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• Check HSS8x8x3/8 column (A1085) and W16x36 beam (A992)
• Mu = 66 k-ft
• T = C = 66*12/d = 51 k
Directly Welded Connection Example
• Tu = Cu = 66*12/d = 51 k
• Limits from Table K1.2A:• B/t = 21.3 < 35, OK• 0.25 < bf/B = 0.87 < 1.0, OK
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• AISC Manual Chapter K
Directly Welded Connection Example
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• Check beam and HSS failure modes, Transverse Plate connection (AISC table K1.2):
• Local yielding of beam flange:• ΦRn = 10/(B/t)Fytbf ≤ Fyptfbf
Directly Welded Connection Example
• ΦRn = 10/(B/t)Fytbf ≤ Fyptfbf
• ΦRn = 58.4 k > 51 k OK
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• HSS shear yielding/punching
• Applicable when: 0.85B ≤ bf ≤ B-2t; therefore this needs to be
Directly Welded Connection Example
therefore this needs to be checked
• ΦRn = 0.6Fyt(2tf+2Bep)• Bep = 10bf/(B/t) = 3.28 ≤ bf
• ΦRn = 79.3 k < 51 k OK
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• Local yielding of HSS sidewalls
• β = 0.873 ≠ 1.0; therefore this condition need not be
Directly Welded Connection Example
condition need not be checked
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• Local crippling of HSS sidewalls
• β = 0.873 ≠ 1.0; therefore this condition need not be checked
Directly Welded Connection Example
be checked
• Controlling check:• ΦRn = 58.4 k > Ru = 51 k• Therefore connection is
okay
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Through-Plate Connection• Cut column in two
locations to allow top and bottom flange plates to pass through
• Must allow for • Must allow for combined effects of mill, fabrication, and erection tolerances (use shims in the field)
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• Use PJP or CJP weld for plate to column connection instead of fillet if necessary
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Through-Plate Connection• Shop-weld with stub beams or field weld
• Strap angles
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Through Plate Connection Example
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• Vu = 1.2(5) + 1.6(15) = 30 k
• Mu = 1.2(35) + 1.6(60) = 138 k-ft
• Check using spec section J4
Through Plate Connection Example
• Check using spec section J4
• Approximate maximum force in plate assuming tf = tp
• Approx Ru = Mu/(d+tf)• Approx Ru = 117 k• Use approx Ru to find actual plate thickness
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• Tensile yielding of through plate• Ag = Ru/ΦFy
• tp= Ru/(ΦFybp ) bp = col dim + 2 = 14”• tp = 5/16”
• Find actual R
Through Plate Connection Example
• Find actual Ru• Ru = Mu/(d + tp)• Ru = 117 k
• Tensile rupture of through plate• ΦRn = ΦFuAe
• An=Ag-2(db+1/16)tp=3.83 in2
• Ae=An≤0.85Ag=3.72 in2
• ΦRn = 162 k > Ru OK19
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• Compressive yielding of through plate• Find kL/r
• r = t/√12=0.09”
• use bolt spacing = 3” for L
Through Plate Connection Example
• use bolt spacing = 3” for L
• If kL/r < 25, Pn = AgFy, otherwise check per spec section E
• kL/r=33 ΦPn=FcrAg
• Fe=π2E/(kL/r)2=259 ksi
• Fcr=[0.658(Fy/Fe)]Fy=34 ksi
• ΦPn = 134k > Ru OK20
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• Bolt shear• n = Ru/Φrn
• Φrn per AISC table 7-1
• n = 6.3 -- use n = 8 (two rows of four bolts)
Through Plate Connection Example
• n = 6.3 -- use n = 8 (two rows of four bolts)
• Use 3” bolt spacing
• Use 1” edge distance (AISC table J3.4)
• Use g = 3.5” (AISC table 1-1)
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• Bolt bearing on through plate• Rn,end=12.9k
• Rn,int=32.6k
• Total ΦR = 166 k > R OK
Through Plate Connection Example
• Total ΦRn = 166 k > Ru OK
• Bolt bearing on beam flange• Rn,end=45.1k
• Rn,int=45.1k
• Total ΦRn = 270 k > Ru OK
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• Block shear rupture of through plate• Lgv=10”, Agv=6.25 in2, Anv=4.34 in2, Ant=0.82 in2
• ΦRn = 137 k > Ru OK
Through Plate Connection Example
• Block shear rupture of beam flange• Lgv=11”, Agv=8.47 in2, Anv=6.11 in2, Ant=0.91 in2
• ΦRn = 223 k > Ru OK
• Fillet weld size – design for combined axial force and moment
• Dreq’d=4.63 16ths � 5/16” weld23
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Cut-Out Plate Connection• Top and bottom plates fit
around the column (column is continuous)
• Plates wider than through • Plates wider than through plate connection
• Plates can be field welded or shop welded
• Can be used to transfer moment to column instead of through (framing on one side only)
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Cut-Out Plate Connection• Perpendicular
framing is ideally shallower than (or at least same depth as) moment connected moment connected beams
• Beam stubs can work well with this connection also!
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Cut-Out Plate Connection Example
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• Check 5/8” thick cut-out plates, 50 ksi
• Find plate dimensions• Controlling plate location is adjacent to column
• Find ws dimension based on tension in the
Cut-Out Plate Connection Example
• Find ws dimension based on tension in the plate
• Tu = Mu*12/(d + tp) = 183 k
• ws = Tu/(Φ*2*Fy*tp) = 3.25 inches
• Total plate width = HSS dimension + 2ws = 14.5 inches
• Use plate width = 15 inches27
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• Check b/t ratio of plate projection
• ws/t = 3.5/0.625 = 5.6
• Per AISC table B4-1a, case 3 limit = 0.45(E/F )0.5 = 10.8 OK
Cut-Out Plate Connection Example
0.45(E/Fy)0.5 = 10.8 OK
• Plate width of 15 inches OK
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• Check bolt shear, bolt bearing, and block shear similar to Through Plate Connection example
Cut-Out Plate Connection Example
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Welded Tee Flange• Convenient when
connecting to only one side of the column
• Moment transfers to the • Moment transfers to the column rather than through the column
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Welded Tee Flange• Ideally tees would be
longer than the column width to make welding easier
• Shear can be transmitted via stiffened seat connection or shear plate
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Cut-Out Plate Connection –one sided
• Stronger than welded tee connection
• Check weld transferring shear from plate to HSS wall
• Shear plate or stiffened seat
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End Plate• Flange width of
beam should be as large or larger than column width
Proper Welding at edges of flange essential
shimming may be required
column width
• Buckling strength of HSS side wall should be checked.
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end plateconnection plate
end plate
connection plateend plate
HSS column
W-shapeW-shape
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Interior Diaphragm• Plates are shop welded inside
the column to align with beam flanges
• Column only has to be cut • Column only has to be cut once (as opposed to twice with through plate connection)
• The internal weld is difficult to make
• Diaphragm plates are not visible in the finished condition
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Column Face Reinforcement –Doubler Plates
• Most direct approach for a moment connection to a face of an HSS may include reinforcinginclude reinforcing
• Research done by Daweand Guravich published in Canadian Journal of Civil Engineering (1993)
• Results demonstrate 4 basic failure modes
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Column Face Reinforcement –Failure Modes
(a) Rupture of beam tension flange
(b) Punching shear failure of reinforcing platereinforcing plate
(c) Web crippling of column side walls near compression flange
(d) Punching shear of column face
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Column Face Reinforcement -Angles
• Angles welded to HSS and to each other at toes
• Assembly then drilled for field bolting
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Column Face Reinforcement –Stiffening Tees
• Broaden beam flanges with tee stiffeners to deliver the flange force to stiffeners to deliver the flange force to column side walls
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Column Face Reinforcement –Concrete Filled Tubes
• Concrete filling hollow sections greatly enhances performance under transverse compression
• In tension region, connection will pull the column • In tension region, connection will pull the column face outwards, as with an unfilled column
• In some research, the yielding load in tension region increased in filled tube over unfilled tube, but not all.
• Therefore, it’s prudent to base the connection design in a tension region on an unfilled tube.
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Moment Connection Research• Lots of research into ductility of connections and
their use in moment frames
• Some connections were found to exhibit brittle failure after Kobe earthquakefailure after Kobe earthquake
• Testing to improve ductility of connections• Improve beam copes (where used)• Improve welding procedures
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Moment Connection Research• Through plate connection testing showed
equivalence to pre-qualified connections meeting FEMA acceptance criteria
• Bolted connections found to have less potential for • Bolted connections found to have less potential for brittle failure than welded
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Moment Connection Research
• Dr. Jason McCormick – U of Michigan• “Seismic Applications of Hollow Structural
Sections in Moment Resisting Frames”• Limits for width to thickness ratios • Limits for width to thickness ratios
established• Undergoing some FEA tests on connections• Presentation at NASCC – available to watch
on AISC’s website
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SidePlate
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ConXtech
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Connection Design Resources & Presentation References• AISC Manual Part 12
• AISC Design Guide 24
• CIDECT Design Guide 9• CIDECT Design Guide 9
• Hollow Structural Section Connection and Trusses
by J.A. Packer & J.E. Henderson
• STI’s Contact page
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Software CapabilitiesProgram WF bm
to HSS
col
HSS Col
splices
HSS Col
base plate
HSS vert
bracing
HSS to
HSS
(truss)
Mitered
Knee / End
pl
Integration
Enercalc X None
DESCON X X None
FastrakConnection
X Fastrak
LIMCON X X X X X None
RAM Connection
X X X X RSS, RE, STAAD
RISA Connection
X X RISAFloor &RISA-3D
SDS/2 Connect
X X X X REVIT 2014 add-in
STI’s HSS ConnexOnline
None
TEDDS X None** STI development
SCIA Engineer Design Forms development in 2014 46
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Connection Software
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New Design Resource!!!• Will be available later this month after final verifications
and documentation is complete on STI’s website!
http://steeltubeinstitute.org/hss/design-aids/
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Moment Connections to HSS ColumnsPresented by Kim Olson, PE
FORSE Consulting, LLC
SE University, January, 2014www.LearnWithSEU.com