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S17
Bolted Double Angle Cleat Connection - Ver W1.7.00 - 3 Oct
2000
Title : Default ConnectionCode of Practice : Eurocode 3 -
1992Created : 5/3/2013 8:28:52 AM
Notes and Assumptions
1 Bolts are referred to by column and row number. Columns
arenumbered from left to right, and rows from top to bottom.
2 All bolt holes are assumed to be normal clearance holes.3 All
bolts are assumed to have threads in their shear planes.
Summary
Summary of Forces and Capacities for Design to Eurocode 3 -
1992
Check Member Type LC Applied Capacity Units % of Cap. ?
1 Cleat Length/Beam Depth D + L 0.6 0.7 Ratio 81.3 O.K.
2a Beam Bolts Shear D + L 81.4 591.4 kN 13.8 O.K.
2b Beam Bolts Slip D + L 72.1 403.6 kN 17.9 O.K.
3a Cleat to Beam Linear Shear D + L 32.5 158.7 kN 20.5 O.K.
3b Cleat to Beam Bearing D + L 14.5 31.2 kN 46.3 O.K.
4a Beam web Linear Shear D + L 65 182.7 kN 35.6 O.K.
4b Beam web Block Shear D + L 81.4 153 kN 53.2 O.K.
4c Beam web Bearing D + L 28.9 29.7 kN 97.3 O.K.
5a Col. Bolts Shear D + L 10.8 188 kN 5.8 O.K.
5b Col. Bolts Tension N/A 0 1 kN 0.0 O.K.
5b Col. Bolts Tension N/A 0 1 kN 0.0 O.K.
5c Col. Bolts Combined N/A 0.0 1.0 Ratio 0.0 O.K.
5d Col. Bolts Slip D + L 10 60.8 kN 16.5 O.K.
5e Col. Bolts Combined N/A 0 1 kN 0.0 O.K.
6a Cleat to Col. Linear Shear D + L 32.5 158.7 kN 20.5 O.K.
6b Cleat to Col. Bearing D + L 10.8 32.5 kN 33.3 O.K.
7 Column Bearing D + L 10.8 127.9 kN 8.5 O.K.
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Input
Bolt Shear Analysis
Bolt Type
Bolt GradeBolt Size (mm)
Member Ultimate Strength (MPa)
Member Yield Strength (MPa)
Non-Linear
HSFG
8.820
450
284
Member Type Designation
Column
Beam
CleatSpace between beam and column (mm)
Beam Angle
Cleat Length (mm)
Cleat offset from top of beam (mm)
H-sections (Paral lel f lange) 254x254x73
I-sections (Paral lel f lange) 203x133x25
Angles (Unequal leg) 125x75x8
10
0.0
150
25
Cleats Conn Flange
Longest Leg Beam
Column Connection (per Cleat)
Columns of Bolts
Rows of Bolts
Top Edge (mm)
Side Edge (mm)
Column Pitch (mm)
Row Pitch (mm)
1
3
25
25
Not Applicable
50
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Beam Connection
Columns of Bolts
Rows of Bolts
Top Edge (mm)
Side Edge (mm)
Column Pitch (mm)
Row Pitch (mm)
2
3
25
24
48
50
Shear
Axial
Loads
Load CaseUltimate Loads Service Loads
Shear (kN) Axial (kN) Shear (kN) Axial (kN)
D + L 65 49 60 40
Plan Section
14.0 226.0 10.0
48 24
254.0 125.0
254.0
133.4
25
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Elevation
5
0.0
50.0
25.0
5
0.0
50.0
25.0
Beam Section
50.0
25.0
50.0
25.0
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Check 1 : Recommended Detailing Requirements
( A ratio of >0.6 is recommended for Lateral Tortional
Stability )
Check 2a : Shear Capacity of the Supported Beam Bolt Group
6.5.5
The worst load is encountered for Load Case : D + L when
Fmax=81.4 kN
The resistance for the configuration is computed to beR = 591.4
kN
Beam bolt shear is safe
Check 2b : Slip of the Beam HSFG Bolts
The worst load is encountered for Load Case : D + Lwhere Fsmax=
72.1 kN
The Capacity of the connection is 403.6 kN6.5.8
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Beam bolt slip is safe
Check 3a: Shear Capacity of the Cleats to the Beam
The Worst load is encountered for Load Case : D + Lwith Fv.Sd=
32.5 kNThe Linear Shear Capacity of the Cleat is :
5.4.6
Cleat to beam Shear is safe
Check 3b: Bearing Capacity of the Cleats to the Beam
With the maximum force at the Bolt in Column 2 and Row 3for Load
Case : D + LFv.Sd= 65 kN
The Bearing Capacity of the Cleat at any Bolt is :Table
6.5.3
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Cleat to beam bearing is safe
Check 4a: Linear Shear Capacity of the Beam Web
The Worst load is encountered for Load Case : D + L
with VSd= 65 kNThe Linear Shear Capacity of the beam is :
5.4.6
Linear beam web Shear is safe
Check 4b : Block Shear Capacity of the Beam Web
The Maximum force occurs for Load Case : D + LFv.Sd= 81.4 kN
6.5.2.2
Beam web block shear is safe
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Check 4c: Bearing Capacity of the beam web
With the maximum force at the Bolt in Column 1 and Row 1for Load
Case : D + LFv.Sd= 28.9 kN
The Bearing Capacity of the beam web is :Table 6.5.3
Beam web bearing is safe
Check 5a : Shear Capacity of the Column Bolt Group
The worst load is encountered for Load Case : D + L when
Fv.Sd=10.8 kN
6.5.5
