RAM Connection 2024 (v24.00.00.138) Release Notes – Updated February 2024

Features:

1. Update AISC steel connection design to AISC 360-22: The AISC steel connections design has been updated to the latest AISC 360-22 for all available connections under AISC design code. 

Figure 1. Steel connection design update to AISC 360-22

Some of the relevant changes of the update are:

CHAPTER J

•  Added direction strength increase factor (kds), Eqn. J2-5 for fillet welds. 

CHAPTER K

• Chord-stress interaction parameter (Qf). New equations (K1-3 to K1-6) instead of previously defined Eq. K2-3 and Eq. K2-4.
• Included end distances according to Section K2.4.
• Included chord sidewall local yielding limit state (Eq. K4-6) and sidewall local yielding limit state (Eq. K4-8).
• Rearrange equation numbering for effective branch widths, Beoi, Beov.
• New Table K5.2 with effective weld properties for round HSS, Eqn K5-16 and K5-17

 MANUAL

1. Manual v16 added a new Part (12) for design of shear connections subjected to simultaneous axial and shear loads. Equations for interaction for the design of shear plates and clip angle connections were added.

2. New HSS beam to HSS support shear connections: Hollow Structural Section (HSS) beams are increasingly favored as beam members in contemporary construction, necessitating reliable connections to link these beams with supports. In that sense, two new connections were included for HSS beams to HSS support connections. The double shear plate and the unstiffened seated connection.

For the double shear plate connection, two plates are located on either side of the beam, sandwiching the HSS member. The plates have holes aligned with each other and the HSS members, allowing bolts to pass through, thereby creating a secure and robust connection. 

Figure 2. HSS Double shear plate connection 

For the HSS unstiffened seated connection, one HSS member is seated onto another, and welds secure the connection, providing resistance against forces. This connection is particularly effective for applications where ease of assembly is important, and additional bracing elements are not needed.

Figure 3. HSS Unstiffened plate connection

3. New joint data display panel:  A new joint data display panel has been included in RAM Connection to show the joint data. This new panel allows to show in a more comprehensive manner all joint information and provides the option to edit member details like section, material and some others without the need to go to the Edit joint dialog.

Figure 4. New joint data display panel

4. AISC Base plate new anchor bearing plates: Now it is possible to define bearing plates for anchors in order to improve the pull-out in tension capacity modifying the bolt bearing area. In that sense, it is possible to define the bearing plate length in which case the bearing plates are displayed in the 3D and DXF drawings or define the bearing plate area directly.

Figure 4. New anchor bearing plates

6. AISC tubular truss connection design for large, gapped joint: This new feature allows appropriately design tubular truss joints with significant gaps. Now when a large gap is defined, joints are designed as individual connections avoiding the need to model two separated joints.

Figure 5. Tubular truss connection with a large gap

Resolved Issues:

• Truss tubular connections with three branches was neglecting the branch 1 ratio when calculating the all-branch interaction ratio. This is fixed now and branch 1 ratio is correctly being added to branch 2 ratio and/or branch 3 ratio (1289901).
  
  
• Slope was not correctly being calculated for BCF joint conformed by rotated tubular sections for both beam and support in RAM Elements. This is fixed now and the slope is calculated properly for this BCF configuration (1327739).
  
  
• AISC End plate weld strength was not considering the directional strength factor. This is fixed and the factor now is being calculated using the resultant load (1328856).
  
  
• AISC Horizontal bracing connections were not calculating properly the edge distance for bolt tear out capacity (1334162).
  
  
• AISC Gusset transverse edge distance for K-Brace gussets with angle braces were not calculating the edge distance properly (1367107).
  
  
• CSA S16 angle connection was not considering the bolt eccentricity to calculate the C bolt group factor. This is fixed and the eccentricity is now calculated using the correct bolt column number (1359441).
  
  
• AS4100 Base plate cantilever a2 and Kx for SHS columns using wrong equations. These were updated according to ASI Design Guide 7 (1283346).
  
  
• AS4100 Base plate anchor concrete break-out considering reduction facto twice in equation (1290368).
  
  
• AS4100 Flange plate not considering bolt shear for compression loads. This is fixed and the shear capacity is calculated for any axial load (1286601).
  
  
• EN1993 Double angle cleats for BG k1 distance not calculated correctly. The horizontal edge distance was not considering that BG joints do not have a limit. This is fixed now (1364539).