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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