Double Angle Connection to an HSS Column

References

American Institute of Steel Construction. 2011. Design Examples V14.1. Chicago, IL:American Institute of Steel Construction. p K-13

Details

From the reference:

Use AISC Manual Tables 10-1 and 10-2 to design a double-angle connection for an ASTM A992 W36x231 beam to an ASTM A500 Grade B HSS14x14x½ column. Use ¾-in.-diameter ASTM A325-N bolts in standard holes. The angles are ASTM A36 material. Use 70-ksi electrodes. The bottom flange cope is required for erection. Use the following vertical shear loads:

P_D = 37.5 kips

P_L = 113 kips

Refer to the figure in the reference for additional details.

Calculations

V_u = 1.2(37.5) + 1.6(113) = 226 kips

Results

Table 1. Comparison with AISC Design Example K-3
Parameter	RAM Connection	Reference	Difference
Bolt Shear, LRFD (kips)	286.4	286	< 1%
Weld Strength, LRFD (kips)	278.9	279	< 1%
Bolt Shear, ASD (kips)	190.9	191	< 1%
Weld Strength, ASD (kips)	186.0	186	none

Input

The following data is input into the New Joint dialog:

Joint Data tab:

Joint = BCF
Beam/Section = W 36x231
Beam/Material = ASTM A992 Gr50
Column/Section = HSS_SQR 14x14x1_2
Column/Material = H500 GrB Rectangular

Loads tab:

V2 (beam) = 226 kips

The following data is input into the Connection Pad:

Members/Coped group:

Bottom coped depth, dcb = 2 in
Bottom coped length, cb = 3 in

Note: These values are both used for demonstrative purposes, as the example does not provide cope dimensions.

Angle group:

Angle section = LU 4x3-1_2x3_8 (from AISC database, according to the example)
Rows of bolts, nr = 8

Tee group:

Weld size to support (1/16s in), D2 = 5