At a high level, our development team has smashed numerous bugs, refined calculations of specific connection designs, made slight improvements to the user interface (UI), and reorganized the report design.
View detailed, yet simple instructions to update your Descon application to version 8.02.287.
Detailed List of the Specific Updates:
User Interface (UI)
- Double angle bracing, brace to gusset weld cannot be changed.
- In the beam to HSS column, double angle connection, the OSL weld size cannot be changed.
- In a single plate connection, the bolt rows are not able to be increased when there is a beam on the left side
- The bolt distance to the horizontal edge of a single plate connection cannot be changed by the user
- Welded-Welded Clip Angle Connection Length cannot be changed
Calculations / Design
- Flange plate width is Incorrect in calculating local yielding due to uneven load distribution
- Calculation for bam web crippling is not correct
- The weld reduction factor is not correct for a beam-to-column end plate connection
- Calculation of the net plastic section modulus, Znet, is not correct
- Plate net section modulus value is not correct
- Incorrect gusset plate thickness is used in the design and report
- The eccentricity value of a gusset to column single plate is not correct in the report and design
- Eccentricity value of the bending check in a single angle (beam-to-beam web) is not correct
- The calculations of shear yield for beam web connection may not be correct
- The block shear calculation of a double-angle brace is not correct
- The bearing calculations for a gusset with double angle brace are not correct
- The check forces in the flange plate (moment connection) are not correct
- The check force for concentrate forces in the beam to HSS column moment connection is not correct
- The calculations of HSS column sidewall local crippling are not correct
- Whitmore width calculations are not correct
- The moment flange plate width is not correct when there is a user input bolt transverse edge distance
- Design the correct HSS brace to gusset weld length
- Block shear calculations are not correct for a single plate connection under an axial load
- The tributary length is not correct for an end plate connection
- Tension rupture calculation for the bottom moment flange plate (splice beam) is not correct
- Tension rupture calculation for the bottom moment flange plate (beam to HSS column) is not correct
Report
- For a beam-to-girder moment connection, the bottom plate to support the weld is not applicable as there is no welding of the plate
- The base plate grade is not correctly printed in the report
- Gusset bolt edge distance in the report is not consistent with the input value
- “Fv” could be “FS” for beam web crippling in the report
- Edge distance for SSLN type bolt may not be correct in the report
- Beam material type is not correct
- Equation of bolt nominal tension strength is not correct
- The result is missing for the single plate rupture check
- Beam web bearing calculation is not correct
- Beam Lh (distance from hole to beam end) should be checked in the report
- Calculations of the block shear of the gusset at the brace could be improved
- Axial load for a beam web connection is not correct in the report
- Edge distance check-in gusset to column clip angle may not be correct
- The oversize hole diameter is not correct for 1 inch bolt
- Transverse bolt spacing of a channel brace is not correct in the report
- Print Bp/B calculation when the HSS column needs to check sidewalls local yielding/crippling for AISC 13th/14th
- Print HSS column tension/compression loads
Report Reorganize
- For the report about the single plate, the check of “Check Shear Yielding, Buckling, and Yielding due to Flexure” would be in its own section
- In the report, for a shear plate with a stability plate, it may use “Available strength to resist lateral displacement ” instead of “Lateral-Torsional Buckling Strength of Plate”
- Shear plate in the beam web would have its own section
- Bolt Bearing on the plate would have its own section
- Better descriptions of capacity lines about single plate gross/net shear
- The weld strength check would be printed with other checks for the shear plate
- “Bending of Angle Support Side Leg” would have its own section
- “Allowable Shear Strength Based on Bending of the Plate” would be located under the “Allowable Shear Strength of the Plate” section
- The check of flange plate concentrate forces would have its own sections in a moment connection to an HSS column
What’s next for Descon Plus?
We’re working on a big update for a Q2 release in 2023 that will include the AISC Steel Code 15th Edition updates.
Want early access to that update? Become a Descon beta tester to get access to the latest versions of Descon and get priority support. Learn more about our Early Access program.