hayeska
Structural
- Dec 28, 2003
- 46
I am reviewing the following
Beam over HSS Column Connection Example 4.1
HOLLOW STRUCTURAL SECTION CONNECTIONS / AISC DESIGN GUIDE 24 (Based upon 2005 AISC Specification for Structural Steel Buildings)
I am comparing it to results from some new software (SCIA HSS design Tools Pack, developed for STI) and have some questions as regarding formulas, output and possible errors.
"Weld size between the HSS and cap plate
Assuming a 45° maximum load dispersion angle, the weld of the cap plate to the HSS can be checked by evaluating a load per
inch of the lesser of Tr/g or Tr/(db + 2b), where b is the distance from the bolt center to the face of the HSS. If 2g or 2(db + 2b)
exceeds the width of the HSS, B, the weld should be checked for 2T/B."
The example uses the bolt tension per bolt the software appears to use a larger value approximately 2T (total for both bolts).
Therefore when determining minimum weld size one obtains different values.
I am assuming from the geometry that the value should be the tension per bolt not total tension.
(Note: if following the Example, there appear to be errors when calculating Tr/(db + 2b), and determining weld size)
Both the reference and the software have errors, along with differences due to changes in AISC 360-10.
Was hoping the software would be an upgrade to spreadsheets we have.
Any comments regarding this type of connection would be appreciated.
