design of connection-01a
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3/4/2014
1
ERNA WIDYASTUTI
M. ILHAM BAHRUNSJAH
REFERENCE BOOK
1. AISC 360-10 Specification for Structural Steel Building
2. AISC Design Example Version 14.0, 2011
3. AISC Steel Design Guide 1 Base Plate and Anchor Rod Design 2nd edition, 2006
4. AISC Steel Design Guide 4 Extended End – Plate Moment Connection 2nd edition, 2003Moment Connection 2 edition, 2003
5. AISC MBMA Steel Design Guide 16 Flush and Extended Multiple – Row Moment End – Plate Connection, 2003
6. ACI 318-11 Building Code Requirements for Structural Concrete and Commentary
Steel Connection
1. Bracing Connection
2. Beam – Column Connection (pin)
3. Beam – Beam Connection (Splice)
B C l C ti (E d Pl t )4. Beam – Column Connection (End Plate)
5. Column – Rafter Connection
6. Rafter – Rafter Connection
7. Base Plate Connection (Pin)
8. Base Plate Connection (Fix)
Design StrengthRa ≤ Rn / Ω (ASD)Where
Ra = Required StrengthRn = Nominal StrengthΩ = Safety FactorRn /Ω = Allowable Strength
Ru ≤ ø Rn (LRFD)Where
Ru = Required StrengthRn = Nominal Strengthø = Resistance factorøRn = Design Strength
Safety factor and resistance factor values
Strength Safety factor(Ω)
Resistance factor(ø)
TensileYieldRupture
1,672
0,900 75Rupture 2 0,75
ShearYieldRupture
1,52
10,75
Block Shear 2 0,75
Compression 1,67 0,9
BOLT CONNECTION
Bolt holes (Table J3.3 or J3.3M AISC 360-10)
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Minimum spacing (Sect J3.3 AISC 360-10) = 8/3 d
Minimum edge distance (Table J3.4 or J3.4M AISC 360-10)
High Strength Bolts in Slip-Critical Connection (Section J3.8 AISC 360-10)
Rn = μ.Du.hf.Tb.nsWhere: μ = slip coefficient, for class A surface = 0.3 Du = 1.13Tb = minimum fastener tension (Table J3.1 or Table
J3.1M)hf = hole factor = 1Ns = number of slip planesΩ = 1,5 (ASD) ø = 1 (LRFD)
Bolt Friction CapacityASD
LRFD
Weld
Minimum size of fillet weld ( Table J2.4 AISC 360-10)
AFFECTED ELEMENTS OF MEMBER AND CONNECTING ELEMENTS (Sec. J4 AISC 360-10)
1. Strength of elements in tension
For tensile yielding of elements
Rn = Ag.fy
where :
Ag = gross area (mm2)Ag = gross area (mm2)
fy = yield stress (MPa)
For tensile rupture of elements
Rn = Ae. fu
where :
Ae = net area (mm2) for bolted splice plate, Ae= An ≤ 0,85 Ag
fu = rupture stress (MPa)
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2. Strength of Elements in Shear
For shear yielding of the elements
Rn = 0,6.fy.Agv
where :
Agv = gross area subject to shear (mm2)
fy = yield stress (Mpa)
For shear rupture of the elements
Rn = 0,6.fu.Anv
where :
Anv = net area subject to shear (mm2)
fu = rupture stress (Mpa)
3. Block Shear Strength
Rn = 0,6 fu.Anv + Ubs.fu.Ant ≤ 0,6.fy.Agv + Ubs.fu.Ant
Where:
fu = rupture stress (MPa)
Anv = net area subject to shear (mm2)
Ubs = 1 (when the tension stress is uniform)
0,5 (when the tension stress is non uniform)
Ant = net area subject to tension (mm2)
fy = yield stress (MPa)
Agv = gross area subject to shear (mm2)
Define material properties
- material characteristic of steel, bolt and weld
- material section of member
- gusset thickness and weld thickness
Define number of bolt and check the distance based on code
FLOW CHART TO DESIGN BRACING CONNECTION
Check capacity of member
Check capacity of connection (Plate, Bolt, Weld)
Check ratio of connection to member
CONNECTOR IN THE MIDDLE OF DOUBLE BRACING (2L,2C)Distance each connector :
(Ka/ri )single tee ≤ 0,75 (KL/rmin)double tee
Where:
K = effective length factor
a = distance between connectors
ri = minimum radius of gyration of individual componentgy p
rmin = minimum radius of gyration of build up member
L = laterally unbrace length of the member
Bracing
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ANGLE BRACING DOUBLE ANGLE BRACING
CHANNEL BRACING DOUBLE CHANNEL BRACING
WF BEAM PIN (STRUCTURAL)
Beam Shear Connection to Column
Beam Shear Connection to Main Beam
WF BEAM PIN (STRUCTURAL)
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CHANNEL BEAM PIN (STRUCTURAL)
CHANNEL BEAM PIN (NON STRUCTURAL)
DESIGN SPLICE CONNECTION
Design of Splice Connection1. Web Plate Splice
Beam pin connection shear
2. Flange Plate Splice
Tension and moment
Flow Chart to Design Splice Calculate static moment of
member (Sx )
Calculate remain tension flange based on splice web plate of beam pin
connection
Define number bolt for one flange
Define thickness of splice flange plate
Checked capacity of connection
Design Splice Web1. Shear Capacity by member and plate
Yield shear
Rn = Ag.fy ;Ω = 1.5
Rupture shear
Rn = An.fu ;Ω = 2
2. Shear Capacity by bolt
Rn = m x n x Fv
3. Block shear by member
Rn = 0,6 fu.Anv + Ubs.fu.Ant ≤ 0,6.fy.Agv + Ubs.fu.Ant
4. Bearing by bolt and plate
Rn = 2.4Fu x db x t
Rn = 1.2Fu x Lc x t
Design Splice Flange1. Calculate static moment of member (Sx)
2. Calculate tension at one flange (T)
Tf = Ag.fy/Ω , Ω= 1.67
3. Design number of bolt at one flange, = Tf/ Fv
4 Design thickness of splice plate4. Design thickness of splice plate
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5. Check capacity of splice flange plate
Tension
- Yield Ra = Ag.fy/Ω
‐ Rupture Ra = An.fu/Ω
Block shear
R 0 6 f A + Ub f A t ≤ 0 6 f A +Rn = 0,6 fu.Anv + Ubs.fu.Ant ≤ 0,6.fy.Agv + Ubs.fu.Ant ; Ω = 2
6. Check capacity of Bolt T = n x Fv
7. Check Moment Capacity
8. Check connection Capacity
Shear
Connection Capacity = Q min (shear,block shear,bearing)
Moment
Connection Capacity = M min (M1-M3)
WF SPLICE DESIGN END PLATE CONNECTION (AISC Steel Design Guide 4 2nd edition,2003)
Design Step
Compute the moment at the connected member
Select the type of end plate moment connection, and define the connection
geometry and bolt grade
Determine the required bolt diameter
Calculate the no prying bolt moment
strength, Mnp
Determine the required end plate
thickness
Calculate the factored beam
flange force
Check beam flange force at one row bolt to
allowable shear yielding
Check beam flange force at one row bolt to allowable
shear rupture
Calculate end plate stiffener thickness
Check compression bolt shear rupture strength
Check compression bolts bearing/ tear out
Check the column flange for flexural
welding
Calculate strength of unstiffened column flange to
determine stiffener design force
Calculate local web yielding
strength
Calculate web buckling strength
Calculate web crippling strength
Determine stiffener design force (if any) beam
column
1. Compute the moment at the connected member
M = 1,1 Fy Ry Zx
1,1 = (Fu+Fy)/Fy
Ry = 1,5 (for Fy = 50 Ksi)
= 1,1 (for Fy = 36 Ksi)
Zx = Plastic moment of member
2. Define type of end plate connection (4E, 4ES, 8E, 8ES, or 16E), then define connection geometry ( g,pfi,pfo,pb,etc)
3. Determine the required bolt diameter
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4. Calculate the no prying bolt moment strength, Mnp
5. Determine the required end plate thickness
6. Calculate the factored beam flange force
7. Check shear yielding of end plate
8. Check shear rupture of end plate
9. Determine end plate stiffener thickness and length and design stiffener welds (if any)
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10. Check compression bolt shear rupture strength
11. Check compression bolts bearing/ tear out
12. Check column flange for flexural welding
13 Calculate strength of unstiffened column flange to determine13. Calculate strength of unstiffened column flange to determine stiffener design force
14. Calculate local web yielding strength
15. Check web buckling strength
16. Calculate web crippling strength
17. Determine stiffener design force (if column stiffener required)
WF END PLATE
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RAFTER – COLUMN WITHOUT HAUNCH RAFTER-COLUMN WITH HAUNCH
RAFTER – RAFTER DESIGN BASE PLATE CONNECTION(AISC Steel Design Guide 1 second edition,2006)
Define member properties
Calculate allowable compress of beam, concrete, and weld
Calculate allowable shear of beam, bolt, and weld
Define dimension of base plate (N x B)
A1 req = Ωc Pa /0 85 f’c
Calculate allowable bearing strength
0.85f’c A1/Ωc √A2/A1 ≤ 1.7 f’c A1/ Ωc A1 req = Ωc.Pa /0.85 f c
Ωc = 2,31A1 = N x B; A2 = PN x PB; Ωc = 2,31
Define base plate properties
m = N-0.95 d / 2
n=B-0.8 bf / 2
n’ = √d bf / 4
X = (4d bf/(d+bf)2) Ωc Pa /Pp
λ=2√X / (1+√1-X) ≤ 1
l= max (m, n, λn’)
Define base plate thickness
tmin = l √(3.33 fpa/ Fy)
Fpa = Pa/BN
PIN BASE PLATE
Type HA Type HB Type HC Type HD Type HE
Type HF Type LA Type LB Type CA Type CB
WF PIN BASE PLATE
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ANGLE PIN BASE PLATE CHANNEL PIN BASE PLATE
FIX BASE PLATE
Type HA Type HB Type HC Type HD
Type LA Type CA Type CB
WF FIX BASE PLATE
ANGLE FIX BASE PLATE
ANGLE FIX BASE PLATETERIMA KASIH
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