Unstiffened Seated 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-16

Details

From the reference:

Use AISC Manual Table 10-6 to design an unstiffened seated connection for an ASTM A992 W21×62 beam to an ASTM A500 Grade B HSS12×12×2 column. The angles are ASTM A36 material. Use 70-ksi electrodes. Use the following vertical shear loads:
  • PD = 9.00 kips
  • PL = 27.0 kips

Refer to the figure in the reference for additional details.

Calculations

Calculations

Vu = 1.2(9.00) + 1.6(27.0) = 54 kips

Results

Table 1. Comparison with AISC Design Example K-4
Parameter RAM Connection Reference Difference
Weld Strength, LRFD (kips) 66.74 66.7 < 1%
Weld Strength, ASD (kips) 44.49 44.5 < 1%

Input

The following data is input into the New Joint dialog:

Joint Data tab:
  • Joint = BCF
  • Beam/Section = W 21x62
  • Beam/Material = ASTM A992 Gr50
  • Beam/Beam setback, sb = 0.75 in.
  • Column/Section = HSS_SQR 12x12x1_2
  • Column/Material = A500 GrB Rectangular
Loads tab:
  • V2 (beam) = 54 kips

The following data is input into the Connection Pad:

Members group:
  • Beam setback, sb = 0.75 in.
Unstiffened Seated / Seat Angle group:
  • Seat angle section = LU 8x4x5_8
  • Seat angle length, c = 8 in.
  • Gage (transverse center-to-center spacing), g = 5.5 in.
  • Weld size to support (1/16s in), D2 = 5
Unstiffened Seated / Top Angle group:
  • Seat angle section = LU 4x4x1_4
  • Weld size to support (1/16s in), D1 = 3