Beam Connection Failure Messages
Introduction :
Messages in alphabetical order :
| A | B | C | D | E | F | H | I | L | M |
| N | O | P | R | S | T | U | V | W |
page 1 | contents | failure messages | beam review window
Where/when/why these error messages appear :
When you open a Beam Review window after connection design has failed an " Input connection type " connection on the left or right end of the beam, you will find a connection design error message such the following:
| Beam web shear capacity failed |
The message is displayed on the left half of the Beam Review window if it applies to the connection on the left end of the beam. The message tells you why connection design failed the connection. Understanding the message can help you to determine what steps the user of a full-featured SDS2 program needs to take in order to create the connection you want.
page 1 | contents | failure messages | beam review window | top
Warning 1: Users of a full-featured SDS2 program should enter loads (" Tension load ," " Shear load ," " Moment load ," " Compression load ," etc.) only under the authority of a qualified engineer. Lowering the load may get you a connection, but it could result in a connection failure under the true loading conditions in the built structure.
Warning 2: Users of a full-featured SDS2 program should make design changes (such as changing the " Section size " or " Steel grade ") only under the authority of a qualified structural designer. Making such design changes may involve extra cost, clearance problems, delays, etc. For many projects, materials may have already been ordered at the time connections are being designed.
Warning 3: Creating a "
Graphical " connection is a method that users of a full-featured SDS2 program can always use to get around connection failures. Any connections designed in this manner should be approved by a qualified designer before the drawings are sent to the fabrication shop.
Warning 4: Fixing connection failures may, in some cases, involve making changes to Job/Fabricator Option files. Caution should be exercised when making any setup change since such changes will be automatically applied to newly added members and, for members that already exist in the model, the user needs to manually select (mark for processing) those members that the user wants connection design to update.
Warning 5: Just because connection design passes a connection without a failure message, you should not assume that the connection is optimal. All connections should be visually inspected in the model. In addition, the Connection Design Calculations or Expanded Connection Design Calculations report should be reviewed by a qualified engineer.
page 1 | contents | failure messages | beam review window | top
- A -
Allowable clip OSL bending strength exceeded: This connection failure message indicates that the outstanding leg on the clip angle connection applied to this end of the beam is overstressed.
To fix this problem, the user of a full-featured SDS2 program may want to use stronger materials (for example, use " Heavy " instead of " Regular " angle material). Or the user may have to adjust the relevant " Clip angle configuration " in Setup so that it uses a standard angle size with thicker legs.
Or the user could lower the " Tension load " on the beam and thus allow the connection to be designed with the materials currently entered.
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
Angle thickness less than minimum required by AISC: This connection failure message applies to single-angle connections (" Side " = " Near side " or " Far side ").
This applies when the " Connection design method " is ' ASD14 ' or ' LRFD14 ' or ' ASD13 ' or ' LRFD13 ' or ' ASD 9 ' or ' LRFD 3 '. Page 10-133 of the AISC 14th edition stipulates the following for single-angle connections:
minimum angle thickness for bolt diameter 3/8 inch (9.5 mm) 3/4 inch (28 mm) 7/8 inch (22 mm) 1/2 inch (12 mm) 1 inch or greater
(24 mm or greater)To fix this problem, the user of a full-featured SDS2 program should enter a different " Standard angle size " for the offending bolt diameter specified in the Single Clip Angles Bolted OSL or All-Bolted, Single Angle or Single Clip Angles Welded OSL clip angle configuration. These clip angle configurations are found in the Home > Project Settings > Fabricator > Standard Fabricator Connections .
The user of a full-featured SDS2 program also has the option to check the box for "
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
Axial load not applicable to this connection type: You can get this message when a " Tension load " or " Compression load " has been entered to the end of a beam that has one of the following connections:
| Beam connections that CAN'T TAKE axial loads. |
| A ' Seated ' connection. |
| A ' W Tee ' shear connection. |
| Single clip angles (' Near side ' or " Far side "). |
| Double clip angles attached to the ' Supporting '. |
| Any clip angle designed using ' Eurocode ' |
| Moment end plate splice connections. |
| Bent plate connections . |
| Non-moment beam splice connections. |
| HSS beam connections other than end plates. |
One way for the user of a full-featured SDS2 program to get the originally selected " Input connection type " on this end of the beam is to enter zero (0) as the " Tension load " or " Compression load ."
A nother way for the user of a full-featured SDS2 program to get a system connection is to change the " Input connection type " and adjust the "
Connection specifications ."
Beam connections CAN TAKE axial loads. Clip angles (double to the supported). End plates (except splices). Shear thru plates . ' Built-up plates ' shear connections. Single-plate shear connections. Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
page 1 | contents | failure messages | beam review window | top
- B -
Base metal failure of flange weld: This connection failure message applies to bolted moment flange plates, which may be designed, for example, when a wide flange beam frames to a wide flange column web or flange and the " Input connection type " is ' Shear ' or ' Clip angle ' or ' User defined ' and the " Moment type " is ' Bolted '.
The message indicates that because the user of a full-featured SDS2 program entered a too-small " Plate thickness " in the "
To clear this failure message and get a connection, the user of a full-featured SDS2 program could try increasing the " Plate thickness ," or that user could unlock (
) the " Plate thickness " so that the program is permitted to automatically calculate the required thickness.
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
Beam flange interference with adjacent beam: You get this message when there is beam flange interference because two beams (with single-plate shear connections) are too close to one another on the same side of the web of a supporting beam.
A possible way for the user of a full-featured SDS2 program to get an " Input connection type " connection in this situation is to try to Move the end (
) of one of the beams. Or the user could delete one of the beams and add it again so that it is farther apart from the other beam. Or the user could change the " Section size " on one or both of the beams. Or adjust the " End preparation " to get rid of the interference.
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
Beam net shear strength exceeded: This may apply to any type of connection, " Moment " or non-moment, that can be applied to the end of a beam. It indicates that the beam is overstressed due to net section shear stress.
Possible ways for the user of a full-featured SDS2 program to get an " Input connection type " connection include inputting a stronger beam " Section size ," changing the " Steel grade " to a steel with higher yield strength, or to lower the " Shear load ."
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
Beam not deep enough for connection: This message results when, because of the load on this end of the beam, the required connection depth for the clip angle , bent plate , shear plate , or splice connection exceeds the depth of the beam.
One way for the user of a full-featured SDS2 program to get a connection that does not have to be so deep is to use larger diameter bolts. Making larger bolt diameters available for connection design to increment to may be done on the Bolt Settings window, under " Available bolt diameters ," for any of the aforementioned connection types. Or the user could simply type in a larger " NM bolt diameter " on the Beam Review window. do not select a diameter from the combo box (
) for that field -- since the choices on that combo box come from the " Available bolt diameters " list and it is likely that connection design has already tried those bolts -- instead type in a diameter that will work. Also, be aware that the row spacing of shear tabs are adjusted per the selected " NM bolt diameter " based on the " Bolt spacings " in Connection Detailing/Fabricator Options setup.
Another way to get connection design to generate a connection is to lower the " Shear load " and thus allow a weaker connection -- with fewer rows of bolts -- to be designed.
Or the user could change the " Section size " so that the beam is deeper, thus allowing connection design to add another row of bolts to the beam web.
If the connection is a clip angle, the user could choose " If required " for " Extend past flange " so that a web extension plate can be designed.
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
Beam or conn. is above top of column: This applies to beam-to-column moment connections and indicates a problem in geometry where, if the connection had not failed, the beam or connection would extend above the column and thus present interference problems.
One way to better assess the problem is to review the 3D model to evaluate the framing situation. To fix the problem, the user of a full-featured SDS2 program may be able to adjust the " End elevation " on the column or beam.
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
Beam or conn. is below bottom of column: This applies to beam-to-column " Moment " connections and indicates a problem in geometry where, if the connection had not failed, the beam or connection would extend below the column and thus present interference problems.
One way to better assess the problem is to review the 3D model to evaluate the framing situation. To fix the problem, the user of a full-featured SDS2 program may be able to adjust the " End elevation " on the column or beam.
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
Beams at splice must have same moment configuration: This applies to beam-to-beam moment splice plates when different AISC moment end plates are used, or when two different MBMA moment end plates are used, or when a AISC moment end plate is used on the one beam and a MBMA moment end plate is used on the opposing beam.
To fix this problem, the user of a full-featured SDS2 program needs to edit the two beams that are being spliced, one beam at a time, setting the " Moment type " on the right end of the beam whose right end is being spliced so that it is the same as the " Moment type " on the left end of the opposing beam and making the " Bolt pattern " the same for both connections.
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
Beams have unequal plan rotations: This message applies to a beam-to-beam splice plate connection that has failed because the two beams being connected are not colinear.
To get an " Input connection type " connection, the user of a full-featured SDS2 program has to reorient one or both of the beams. For instance, the user might Erase one beam, then Add a new beam that is colinear with the other beam.
Otherwise the user may have to create a "
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
Beams have unequal slopes: This applies to beam splice moment connections. Connection design does not create a beam splice moment connection when the beams have unequal slopes.
To fix this problem, the user of a full-featured SDS2 program may be able to change the slope (" End elevation ") of one or both of the beams.
Or the user might Erase one beam, then use EXPT to add a construction line along the workline of the remaining beam, then Add the new beam so that its workline is along the construction line just added. This ensures that the new beam is colinear with the other beam.
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
Beam to beam moment conn must have a member opposite: This applies to both bolted and welded beam-to-beam moment connections. In either case, the supported beam must have a beam opposite to it to prevent twisting of the supporting beam.
To get connection design to create this connection, the user of a full-featured SDS2 program needs to add a new beam on the opposite side of the supporting beam's web. The new beam must be colinear with this beam (the beam this connection failure message is on).
Related failure messages: " Moments at conn must be equal but opposite sign " and " Both beams at connection must have same moment type ."
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
Beam web doubler bearing strength exceeded: Beam web doublers may be designed when the beam's " Input connection type " is ' Clip angle '. Web doublers may automatically be designed, without a user having to lock any fields, for beam-to-beam framing conditions in order to compensate for a cope made to the supported beam's top flange. This failure occurs when a bolted web doubler's bearing strength is exceeded. You get bolted web doublers when the clip angle is bolted to the web of the supported beam.
The connection failure message may be generated when " Plate thickness " in the "
) with a value that is too low and " Rows " and/or " Columns " and/or " Bolt diameter " in the "
Assuming that the beam's " Shear load " and " Moment load " is to engineering specifications and the doubler is already sized as you want it to be, probably the best way for that user to clear this failure message is to unlock (
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
Beam web doubler shear strength exceeded: Beam web doublers may be designed when the beam's " Input connection type " is ' Clip angle '. Web doublers may automatically be designed, without a user having to lock any fields, for beam-to-beam framing conditions in order to compensate for a cope made to the supported beam's top flange. This failure occurs when a bolted or welded web doubler's shear strength is exceeded. You get bolted web doublers when the clip angle is bolted to the web of the supported beam. When the connection is welded to the supported beam's web, you get welded web doublers.
The connection failure message may be generated when " Plate thickness " in the "
Assuming that the beam's " Shear load " and " Moment load " is to engineering specifications and the doubler is already sized as you want it to be, probably the best way for that user to clear this failure message is to unlock (
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
Beam web doubler strength exceeded in bending: Beam web doublers may be designed when the beam's " Input connection type " is ' Clip angle ' or ' Bent plate ' or ' User defined '. Web doublers may automatically be designed, without a user having to lock any fields, for beam-to-beam framing conditions in order to compensate for a cope made to the supported beam's top flange. This failure occurs when a bolted or welded web doubler's strength in bending is exceeded. You get bolted web doublers when the clip angle or bent plate is bolted to the web of the supported beam. When the connection is welded to the supported beam's web, you get welded web doublers.
The connection failure message may be generated when the " Plate thickness " field in the "
Assuming that the beam's " Shear load " and " Moment load " is to engineering specifications and the doubler is already sized as you want it to be, probably the best way for that user to clear this failure message is to unlock (
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
Beam web doubler weld strength exceeded: Beam web doublers may be designed when the beam's " Input connection type " is ' Clip angle ' or ' Bent plate '. Web doublers may automatically be designed, without a user having to lock any fields, for beam-to-beam framing conditions in order to compensate for a cope made to the supported beam's top flange. This failure occurs when a welded web doubler's weld strength is exceeded. You get welded web doublers when the clip angle or bent plate is welded to the web of the supported beam.
The connection failure message may be generated when the " Weld size " field in the "
Assuming that the beam's " Shear load " and " Moment load " is to engineering specifications and the doubler is already sized as you want it to be, probably the best way for that user to clear this failure message is to unlock (
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
Beam web fails in compression at top/bottom haunch: This failure message applies to moment end plates (eurocode type) when the " Connection design method " is ' EUROCODE 3 ' or ' EUROCODE 3 UK '.. In other words, the message applies when ' End plate ' is the " Input connection type " and ' Bolted ' is the " Moment type " and the " Haunch location " is ' Top ' or ' Bottom ' or ' Both '. The message indicates that the supported beam web fails in compression at the haunch location.
The message may be generated due to values that the user of a full-featured SDS2 program has entered to locked (
Assuming that the supported beam's " Section size " and " Steel grade " and " Moment load " and " Compression load " are to engineering specifications, the best way for that user to clear this error message is to enter a larger " Length on beam " or " Length on column " or to unlock (
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
Beam web must be vertical at conn. to column: This connection failure message indicates a geometry problem with the framing situation for a beam framing to a column.
To fix this problem, the user of a full-featured SDS2 program could try changing the " Web rotation " to ' Web vertical '. Or the user could set the " Beam rotation " to ' 0 ' if the column is perfectly vertical. The user may also need to set the " Beam rotation " to some other value if the column is sloping.
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
Beam web shear strength exceeded: This applies to any type of beam connection, including moment connections. It indicates that the beam's capacity to withstand web shear forces is insufficient to stand up to the shear load on this end of the beam.
Changing the connection type does not help this problem because the problem lies with the beam itself.
Possible ways for the user of a full-featured SDS2 program to get an " Input connection type " connection include inputting a stronger beam " Section size ," changing the " Steel grade " to a steel with higher yield strength, or to lower the " Shear load ."
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
Beam web strength / tear-out failure: This message indicates that the beam's ability to withstand an axial load has been exceeded.
Possible ways for the user of a full-featured SDS2 program to get an " Input connection type " connection are to lower the " Tension load " or use a " Section size " that has a thicker web or to use a stronger " Steel grade ."
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
Beam web yield / crippling strength fails: You get this message when too much stress is placed on the web of the supported beam, resulting in connection design being unable to create a connection on this end of the beam.
To get an " Input connection type " connection on this end of the beam, the user of a full-featured SDS2 program can lower the " Shear load " or use a stronger " Section size ."
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
Bearing strength exceeded for comb. shear and axial load: This connection failure message applies to clip angle connections with both axial and shear loads and that are not coped. The clip angle " Attachment to supported " needs to be ' Bolted '. The beam's " Input connection type " can be ' Clip angle ' or ' User defined ' or ' Auto standard ' and a non-zero " Tension load " and/or " Compression load " must have been entered for the clip-angle end of the beam along with the automatic or user-entered " Shear load '. The failure message may be generated for any selected " Connection design method ." The message indicates that the bolt bearing strength on either the beam web or the clip angle leg to the web is exceeded.
The connection failure message may be generated due to values that the user of a full-featured SDS2 program has entered to the locked (
Assuming that the beam " Shear load " and " Tension load " and " Compression load " are to engineering specifications, generally the best way for that user to clear this failure message is to unlock (
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
Bearing strength on flg-pl/bm-flg exceeded: This failure message applies to bolted moment flange plates, which may be designed when a wide flange beam frames to a wide flange column web or flange and the " Input connection type " is ' Shear ' or ' Clip angle ' or ' User defined ' and the " Moment type " is ' Bolted '. The failure message indicates that the total flange force (axial load + resolved component of moment) exceeds the bearing strength of either the flange plate or the beam flange.
Most likely you will get the " Flange plate bolt shear strength exceeded " failure message before you get this message. However, there may be conditions under which this connection failure message may be generated due to a value that the user of a full-featured SDS2 program has entered to the locked (
Assuming that the beam's " Moment load " and " Tension load " and " Compression load " are to engineering specifications, generally the best way for that user to clear this failure message is to unlock (
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
Block shear strength exceeded: This connection failure message may apply to any beam that is coped. It indicates that the beam is overstressed due to block shear stress.
Possible ways for the user of a full-featured SDS2 program to get an " Input connection type " connection are to input a stronger beam " Section size ," specify a " Steel grade " with higher yield strength, or to lower the " Shear load ."
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
Block shear strength on flg-pl/bm-flg exceeded: This failure message applies to bolted moment flange plates, which may be designed when a wide flange beam frames to a wide flange column web or flange and the " Input connection type " is ' Shear ' or ' Clip angle ' or ' User defined ' and the " Moment type " is ' Bolted '. The failure message indicates that the total flange force (axial load + resolved component of moment) exceeds the block shear resistance of either the flange plate or the beam flange.
Most likely you will get the " Flange plate bolt shear strength exceeded " failure message before you get this message. However, there may be conditions under which this connection failure message may be generated due to a value that the user of a full-featured SDS2 program has entered to the locked (
Assuming that the beam's " Moment load " and " Tension load " and " Compression load " are to engineering specifications, generally the best way for that user to clear this failure message is to unlock (
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
Bolt bearing strength on conn./supported member exceeded: This failure message applies to clip angles and bent plates that are shop bolted to the supported beam. In other words, it applies when the " Input connection type " for the supported beam is ' Clip angle ' or ' Bent plate ' or ' User defined '. The failure message indicates that the bolt bearing strength on the leg of the clip angle or bent plate to the supported beam is exceeded, or that the bolt bearing strength on the supported beam is exceeded.
The message may be generated due to values that the user of a full-featured SDS2 program has entered to locked (
Assuming that the beam's " Shear load " is to engineering specifications, generally the best way for that user to clear this failure message is to unlock (
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
Bolt bearing strength on OSL/Supporting member exceeded: This failure message applies to clip angles and bent plates that are shop bolted or shop welded to the supported beam. In other words, it applies when the " Input connection type " for the supported beam is ' Clip angle ' or ' Bent plate '. The supporting member that the outstanding leg of the connection field bolts to may be a beam or a column. The failure message indicates that the bolt bearing strength on the outstanding leg (OSL) of the clip angle or bent plate is exceeded, or that the bolt bearing strength on the supporting member is exceeded.
The message may be generated due to values that the user of a full-featured SDS2 program has entered to locked (
Assuming that the beam's " Shear load " is to engineering specifications, generally the best way for that user to clear this failure message is to unlock (
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
Bolt diameter is greater than 1 inch; 25.4 mm:
| No longer applies! |
Prior to v2018, connection design had prevented bent plate, shear tee, shear thru plate and non-moment end plate connections from being designed using bolts with a diameter greater than 1 inch (25.4 mm). That design check has been removed, and this connection failure message no longer applies.
Bolt diameter is greater than 1.5 inches: This applies to end plate moment connections . The maximum bolt diameter for such a connection is 1.5 inches.
To fix this problem, the user of a full-featured SDS2 program should first try to enter a " Bolt diameter " under "
If this message resulted from connection design incrementing the bolt diameter to above the supported maximum of 1.5 inches in order to support the load, possible ways to fix this may be to lower the " Moment load " or to change to a stronger " Bolt type ."
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
Bolt diameter is greater than 24 mm: This applies to end plate moment connections . The maximum bolt diameter for such a connection is 24 mm.
To fix this problem, the user of a full-featured SDS2 program should first try to enter a " Bolt diameter " under "
If this message resulted from connection design incrementing the bolt diameter to above the supported maximum of 24 mm in order to support the load, possible ways to fix this may be to lower the " Moment load " or to change to a stronger " Bolt type ."
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
Bolt dia. too large for member or sprt member flange: This applies to seated beam connections. It occurs when the bolt is too close to the web fillet or the edge of the beam.
Unless the user of a full-featured SDS2 program wants to "
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
Bolt shear strength exceeded: This connection failure message can apply to any beam " Input connection type " that is bolted. The message may be generated for any " Connection design method ."
The connection failure message may be generated on the Beam Review window due to a value that the user of a full-featured SDS2 program has entered to locked (
Assuming that the beam's " Shear load " and " Moment load " and " Tension load " and " Compression load " are to engineering specifications, generally the best way for that user to clear this failure message is to unlock (
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
Bolt shear strength exceeded for comb. shear and axial load: This connection failure message applies when both axial and shear loads have been applied to any designed clip angle connection or to eurocode shear plate connections. In other words, it applies when the " Input connection type " is ' Clip angle ' or ' Shear ' or ' User defined ' and a non-zero " Tension load " or " Compression load " has been entered for the appropriate end of the beam along with an automatic or user-entered " Shear load '. The clip angle failure message may be generated for any selected " Connection design method ." The single-plate shear connection message may apply when the " Connection design method " is ' EUROCODE 3 ' or ' EUROCODE 3 UK '.
The message may be generated due to a value that the user of a full-featured SDS2 program has entered to the locked (
Assuming that the beam " Shear load " and " Tension load " and " Compression load " are to engineering specifications, generally the best way for that user to clear this failure message is to unlock (
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
Bolt tension capacity exceeded for moment end plate conn.: This failure message applies to moment end plates (any type). In other words, it applies when ' End plate ' is the " Input connection type " and ' Bolted ' is the " Moment type ." It may be generated for any selected " Connection design method ." The message indicates that the bolt tension capacity due to moment acting on the connection exceeds the limit.
The message may be generated due to values that the user of a full-featured SDS2 program has entered to locked (
Assuming that the plate dimensions, number of tension bolts and the applied " Moment load " and " Tension load " are what you want, the best way for that user to clear this failure message is to enter a larger " Bolt diameter " or to unlock (
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
Both beams at connection must have same moment type: You get this message when connection design does not know whether to design a bolted or welded beam-to-beam moment connection.
To get a beam-to-beam moment connection, the user of a full-featured SDS2 program needs to make the " Moment type " the same (either ' Bolted ' or ' Welded ') on both of the opposing, supported beams.
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
page 1 | contents | failure messages | beam review window | top
- C -
Cannot erect the connection: Applies when this beam frames to another beam and the connection on this beam is a double clip angle (on ' Both ' sides of this beam) whose outstanding legs are ' Welded ' to the supporting beam. This beam (the supported beam) may be a wide flange or S shape . The supporting beam may be wide flange , S shape , welded plate wide flange , channel or welded plate box .
A possible way to get a designed connection is for the user of a full-featured SDS2 program to change the clip angle on this beam so that it is welded to the ' Supported ' beam (this beam).
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
Cannot find a restraining angle: This indicates that connection design cannot create a seated beam connection because a suitable stability angle cannot be found on the Preferred Angle Sizes list under Standard Fabricator Connections in Fabricator Options.
To fix this problem, the user of a full-featured SDS2 program needs to enter heavier angles to the Preferred Angle Sizes window.
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
Cannot complete connection design: This message applies to many different situations.
You should probably review the 3D model in order to assess the framing situation and determine what might be the problem.
Also, you may want to review the Connection Design Calculations Report or Expanded Connection Design Calculations Report .
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
Cannot have a moment web setback with both flanges coped: This connection failure message indicates that both the " Top flange operation " and the " Bottom flange operation " on the same member end are cope operations and a non-zero " Moment connection web setback " has been set. Various cope operations may be specified under the " End preparations " leaf on a member review window.
|
 cope operations
|
To clear this failure message, the user of a full-featured SDS2 program can clear the cope operation on either the top flange or the bottom flange or enter ' 0 ' to " Moment connection web setback " or unlock (
If this failure message is not cleared, the program still copes the top and bottom flanges. However, the " Moment connection web setback " that has been entered is not applied. That entry is shown on the member window, accompanied by this failure message as an indication that the entered value has not been applied. On the Rolled Section Material window, the " Moment connection web setback " is ' 0 ' since zero is the actual, applied value.
Cannot have a moment web setback without a cope weld end operation: This failure message applies to all member types that have a valid " Section size " to which the user of a full-featured SDS2 program can apply a cope weld end operation.
|
cope weld operations
|
To clear this failure message, the user of a full-featured SDS2 program needs to enter ' 0 ' to " Moment connection web setback " or unlock (
If this failure message is not cleared, the " Top/bottom flange operation " is still applied. The entry made to " Moment connection web setback " is shown on the member review window, accompanied by this failure message as an indication that the entered value has not been applied. On the Rolled Section Material window, the " Moment connection web setback " is ' 0 ' since zero is the actual, applied value.
Clip angle with adequate thickness not available: This message applies when an angle section that works for this connection is not available on the Home > Project Settings > Fabricator > Standard Fabricator Connections > Preferred Angle Sizes list.
Possible ways for the user of a full-featured SDS2 program to get an " Input connection type " connection are to change the " Input connection type " or to add more angles to the Preferred Angle Sizes window.
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
Clip is not bolted to HSS beam with paddle plate: You can get this end connection failure message when an HSS/TS beam end's " Input connection type " is ' Clip angle ' and -- in " Connection specifications " -- the clip angle's " Attachment to supported " is set to ' Welded ' and " Use paddle plate " is turned on (checked).
To clear the failure message and potentially get a connection, the user of a full-featured SDS2 program can reset the " Attachment to supported " to ' Bolted '.
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
Column cap plate locks interfere with combined moment cap plate: This connection failure message can apply to a beam with a bolted moment connection that frames to the top of a column. The top flange plate for such a beam may extend across the top of the column and serve as a "moment cap plate" that shop welds to the column. Furthermore, the "moment cap plate" may combine not just with the column, but also with a moment flange plate on a beam framing opposite to the column.
The message indicates that locks in the column cap plate interfere with the moment connection on the beam, making it impossible to weld the "moment cap plate" to the column. A possible remedy for a user of a full-featured SDS2 program is to unlock (
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
Column face is not wide enough for seat weld: This message applies when a beam with a ' Plate ' seat frames to a tube column or W column flange that is narrower than the beam seat. Connection design has determined that the weld to the column is not long enough.
Possible ways for the user of a full-featured SDS2 program to get an " Input connection type " connection are to increase the column " Section size " and thus permit a longer weld to be designed. Or the user could lower the " Shear load " on the beam and thus permit connection design to shorten the weld length.
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
Column flange effective width is not satisfied: This applies when the " Connection design method " is ' EUROCODE 3 ' or ' EUROCODE 3 UK '. It applies when a wide flange beam with a welded moment connection frames to an unstiffened wide flange column. It also applies when a wide flange beam with a welded moment connection frames to an HSS column (which, of course, will also be unstiffened).
To get the originally specified " Input connection type " to stand up to the applied " Moment load ," the user of a full-featured SDS2 program could add column flange stiffeners (" Design for stiffeners ") or change the column " Section size " to a wide flange with a thicker flange or to an HSS with a thicker wall.
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
Column flange failed in transverse bending: This applies when a wide flange beam with a moment end plate (' Eurocode ' type) frames to a wide flange column flange and the " Connection design method " is ' EUROCODE 3 ' or ' EUROCODE 3 UK '.
To get the originally specified " Input connection type " to stand up to the applied " Moment load ," the user of a full-featured SDS2 program could add a column flange stiffener (" Design for stiffeners ") or change the column " Section size " to a wide flange with a thicker flange or use a stronger column " Steel grade ."
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
Column flange stiffener is too narrow: This message applies to flange stiffeners (continuity plates) that are in the web of a column, butted up opposite to the flange that a moment connection frames to. The moment connection can be a bolted or welded moment connection. The " Design for stiffeners " option turns on the design of such stiffeners. You can get this message when the " Connection design method " is any USA, Canadian or European design code, but you will not get the message when the " Connection design method " is ' AS4100 ' (Australian).
Stiffener width is designed per section J10.8 in the ASD/LRFD 13th & 14th editions, which states: "The width of each stiffener plus one-half the thickness of the column web shall not be less than one-third of the flange or moment connection plate width delivering the concentrated force." A similar specification can be found in the LRFD 3rd edition, section K1.9.
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
Column Flange Stiffener too far away to contribute: This applies when two beams of different depths with moment connections frame to opposite flanges of a column and " Design for stiffeners " is checked for both moment connections, resulting in the two connections sharing full-depth column stiffeners.
The message indicates that one of the stiffeners is too far away from the flange of the beam to contribute to the resisting capacity of the connection. Design Guide 13, section 5.1 states that the resisting force of a stiffener decreases to 65% when the eccentricity increases to 2 inches.
A possible fix for the user of a full-featured SDS2 program is to use connection design locks to adjust the positioning of the stiffener so that it can contribute to the connection's resisting capacity.
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
Column stiffener not thick enough: This message applies to flange stiffeners (continuity plates) that are in the web of a column, butted up opposite to the flange that a moment connection frames to. The moment connection can be a bolted moment or welded moment connection. The " Design for stiffeners " option turns on the design of such stiffeners.
A possible way for the user of a full-featured SDS2 program to get designed stiffeners that are thick enough to stand up to the " Moment load " is to change the Moment Plate Design Settings setting for " Determine plate thickness by " to ' Design as needed '.
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
Column web panel failed in shear: This applies when a wide flange beam with a moment connection frames to a wide flange column flange and the " Connection design method " is ' EUROCODE 3 ' or ' EUROCODE 3 UK '. It indicates that the supporting column's web is overstressed.
To get the originally specified beam " Input connection type " to stand up to the " Moment load " applied to the beam, the user of a full-featured SDS2 program could change the column " Section size " to a wide flange with a thicker web, or use a stronger " Steel grade " for the column. If the connection is a moment end plate, changing the " Haunch location " from, for example, ' None ' to ' Top ' or ' Bottom ' or ' Both ' will more widely distribute the moment load and may cause the connection to pass. " Design for doublers " is another "
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
Connection angle thickness exceeds maximum: This applies to clip angle connections. The maximum angle thickness is 5/8 inch.
You get this failure message when the Clip Angle Configuration used during connection design is set up for an angle thickness that is greater than 5/8 inch and the program is unable to change the connection to a different configuration that works.
To fix this problem, the user of a full-featured SDS2 program needs to enter a different angle to the appropriate Clip Angle Configuration in setup.
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
Connection geometry fails due to locked plate/angle length: This connection failure message may apply when the user of a full-featured SDS2 program has locked the length in any of the following sets of connection design locks:
| Leaf | Length |
| " NS Clip " " FS Clip " | " Length of angle " |
| " Bent Plate " | " Plate depth " |
| " End Plate " | " Plate depth " |
|
" Moment End Plate "
" Bolts " |
" Plate depth " may conflict with settings in " Bolts ." |
The message indicates that the user of that program has entered a length that conflicts with dimensions that are specified by related locks.
For example, the " Length of angle " in " NS Clip " and/or " FS Clip " for a double clip angle may conflict with the number of " Rows " and the " Vertical hole spacing " distance.
To clear this failure message and get a connection, the user of the full-featured SDS2 program either needs to adjust those other settings, or that user should unlock (
Before attempting to fix this connection, see the warnings .
Connection gross shear strength exceeded: This failure message applies to shear plate and bent plate connections. In other words, it applies when ' Shear ' (with ' Plate ' as the " Material type ") or ' Bent plate ' or ' User defined ' is the " Input connection type '. It may be generated for any selected " Connection design method ." The message indicates that the connection material itself fails in gross shear strength.
The connection failure message may be generated due to values that the user of a full-featured SDS2 program has entered to locked (
Assuming that the " Shear load " is to engineering specifications, the best way for that user to clear the failure message is to increase the thickness of the connection material or the number of rows of bolts in the shear plate or clip angle.
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
Connection material must have Fy = 36 ksi; 248 MPa: This applies to end plate moment connections .
In order for connection design to build this type of connection, the steel must have a yield strength of 36 ksi (248 MPa). The yield strength ( Fy value) of steel grades for plate material is at Home > Project Settings > Job > Steel Grade - Plates . To fix this problem, the user of a full-featured SDS2 program can change the " Plate material grade " to a grade with the required Fy value. This is done under the " End plates " tab on the Preferred Plate Sizes setup window.
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
Connection net shear strength exceeded: This failure message applies to shear plate and bent plate connections. In other words, it applies when ' Shear ' (with ' Plate ' as the " Material type ") or ' Bent plate ' or ' User defined ' is the " Input connection type '. It may be generated for any selected " Connection design method ." The message indicates that the connection material itself fails in net shear strength.
The connection failure message may be generated due to values that the user of a full-featured SDS2 program has entered to locked (
Assuming that the " Shear load " is to engineering specifications, the best way for that user to clear the failure message is to increase the thickness of the connection material or the number of rows of bolts in the shear plate or clip angle.
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
Connection web leg/OSL bending strength exceeded: This failure message applies to single-sided bent plate connections. A bent plate connection may be designed for beam-to-beam or beam-to-column framing situations when ' Bent plate '. or ' User defined ' is the " Input connection type '. To get a single-sided connection, you need to select " Near side " or " Far side " as the " Side ." The failure message may be generated for any selected " Connection design method ." It indicates that a single-sided bent plate connection's bending capacity is exceeded on either the " Attached to " leg or the outstanding leg (OSL).
The connection failure message may be generated due to a value that the user of a full-featured SDS2 program has entered to the locked (
Assuming that the beam's " Shear load " is to engineering specifications, generally the best way for that user to clear this failure message is to unlock (
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
Conn stiffener and/or doubler above top of column: This applies to a welded moment connection on a beam that frames to near a column flange near the top of the column. Instead of designing web doublers or stiffeners that extend above the column, the program fails this connection.
One possible way for the user of a full-featured SDS2 program to get connection design to build the desired connection is to decrease (or make negative) the dimension entered at Home > Project Settings > Job > Moment Plate Design Settings > " Doubler plate extension above top flange of beam ."
Or the user could turn off " Design for stiffeners " and/or " Design for doublers ," but this is generally a bad idea since doing so turns off the column/flange design checks.
Lowering the " Moment load " is a way to prevent the necessity for column doublers or stiffeners, but this is generally a bad idea unless the supervising engineer approves of the load that the user enters.
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
Connections for parabolic rolled beams not supported: This applies when ' Camber ' or ' Camber (Both) ' has been selected as the " Rolling operation " on the Beam Review window. It applies to all connection types.
To get a connection along with a shop note to have the beam cambered, the user of a full-featured SDS2 program could select ' Camber annotation ' as the " Rolling operation " and enter the appropriate " Mid-ordinate " distance.
A less desirable fix is to set the " Rolling operation " to ' None ' in order to get a connection, then change the " Rolling operation " to ' Camber ' on the Rolled Section Material window, thus making the beam's main material graphical. This, however, is undesirable since it causes the Connection Design Calculations report to be deceptive, since connection design does not figure in the effects of the beam being parabolic.
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
Connection to sloping column not supported: This applies to bolted or welded moment shear tab connections. Such connections to a sloping column are supported if the center line of the beam web and the workline of the column is are in the same plane. If the workline of the column is in a different plane, you get this connection failure message. In most cases, the column will be sloping, but you may also get this message when the beam is sloping and the column is not.
To fix this problem, the user of a full-featured SDS2 program needs to manually create a graphical connection or delete the beam or column and add it again in an orientation that will allow the program to design a connection.
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
Connection will not fit column: This end connection failure message results from the section size of the beam not being compatible with the section size of the column. For example, the column flange may be too narrow for a bent plate. Or it may be that a moment end plate uses bolts that are too large to fit the column flange.
Possible ways for the user of a full-featured SDS2 program to get an " Input connection type " connection are to change the beam " Section size " or the column " Section size " or to change the " Input connection type ." Setup options such as the gage for double clip angles or a bent plate may also cause the connection to not fit.
In problems such as this one, which have to do with geometry, it is generally a good idea to visually inspect the framing situation by reviewing the 3D model .
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
Conn. geometry does not allow a minimum depth connection: This applies to any beam-to-beam or beam-to-column connection. It indicates a problem in the framing situation that does not allow a connection of the required minimum depth.
Possible ways for the user of a full-featured SDS2 program to get an " Input connection type " connection are to change the " Input connection type " to something that fits, or to change the " Section size " on one or both of the members, or to change the spatial orientation of the members.
In problems such as this one, which have to do with geometry, it is generally a good idea to visually inspect the framing situation by reviewing the 3D model .
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
Conn modified by framing situation, see Design Calcs: Most other errors messages occur for connections that connection design has failed. This error message occurs during the check framing situation phase of Process . It may occur for clip angles or bent plates or end plates that share bolts with an opposing connection on the opposite side of a beam web or column web.
For more information, consult the Connection Design Calculations report or Expanded Connection Design Calculations Report for the connection on the end of the beam that this message applies to. The easiest way to get design calculations is to press the " Print " button on the bottom of the Beam Review window.
Cope depth is less than minimum allowed: This failure message applies when, under the " End preparations " leaf on a member window, a user of a full-featured SDS2 program has entered a " Cope depth " that is less than the minimum allowed. A " Cope depth " can be entered for any of the following " Top/bottom flange operations :"
|
cope operations
|
The program calculates the minimum cope depth based on the flange thickness of the " Section size " of the member, using in the following formula: r + tf + 0.01 inch = mcd .
mcd = minimum cope depth
tf = flange thickness
r = cope radiusTo clear this failure message, the user of the full-featured SDS2 program needs to enter a " Cope depth " that is larger than the calculated minimum ( mcd ) or unlock (
Cope dimensions exceed allowable limits: This connection failure applies to any beam-to-beam connection (e.g. end plate , clip angle , single-plate shear connection). It indicates that in order to fit the connection being applied to this end of the beam connection design must create a cope that is larger than the cope dimension limits allowed. A cope's width limit is half the beam depth. A cope's length limit is twice the beam depth. This might happen, for example, on a very small beam framing into a very large beam.
Ways that the user of a full-featured SDS2 program might get an " Input connection type " connection are to change the " Input connection type ," or to change the " Section size " of one or both of the beams, or to lower the " Shear load " and thus create a smaller and weaker connection that requires less of a cope.
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
Coped beam web stress or buckling failure: This connection failure message indicates that the beam cope is too large to stand up to the load on this end.
Some things that the user of a full-featured SDS2 program might be able to do without changing to a different " Input connection type " are to choose a stronger beam " Section size ," specify a " Steel grade " with higher yield strength, or to lower the " Shear load ."
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
page 1 | contents | failure messages | beam review window | top
- D -
Design of rotated connections is not supported: You get this message when the user of a full-featured SDS2 program has entered a non-default value to the " Relative rotation " connection design lock for a clip angle, bent plate, beam splice or single-plate shear connection.
To make this connection failure message go away, the user of a full-featured SDS2 program can switch the " Relative rotation " from locked (
To get an unsupported connection, the user can '
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
Design valid only for 8.8/TB or 8.8/TF bolts: You get this message when ' AS4100 ' is the " Connection design method " and the bolt used for a moment end plate is not an 8.8/TB or 8.8/TF bolt.
Possible ways for the user of a full-featured SDS2 program to get an " Input connection type " connection are to choose 8.8/TB or 8.8/TF as the " Bolt type " or to change to a different " Input connection type ."
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
Design valid only for A325/F1852 or A490/F2280 bolts: You get this message when a bolt type that uses material other than A325/F1852 or A490/F2280 has been entered for a moment end plate (' AISC ' type). For example, if the connection uses a user-defined bolt added to the Bolt Specifications , then that bolt must be made of A325/F1852 or A490/F2280 material.
Possible ways for the user of a full-featured SDS2 program to get an " Input connection type " connection are to choose a different moment " Bolt type " or to change to a different " Input connection type ."
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
Design valid only for A325 or F1852 bolts: This applies to single-plate shear connections. For example, if the connection uses a user-defined bolt added to the Bolt Specifications , then that bolt must be made of A325 or F1852 material.
Possible ways for the user of a full-featured SDS2 program to get an " Input connection type " connection are to change the " NM bolt type to supported " or to change to a different " Input connection type ."
If the connection uses a user-defined bolt added to the Bolt Specifications , then that bolt must be made of A325 or F1852 material.
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
Design valid only for class 8.8 bolts: This applies when the " Connection design method " is ' EUROCODE 3 ' or ' EUROCODE 3 UK '. It may apply to a moment end plate (' Eurocode ' type) or to a shear plate , both of which require class 8.8 bolts.
To get the originally specified " Input connection type ," the user of a full-featured SDS2 program needs to change the moment " Bolt type " (for a moment end plate) or the " Non moment bolt type to supported " (for a shear plate).
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
Difference in beam depths > 1-1/4 inches; 32 mm: This applies to beam splice moment connections . SDS2 programs cannot design a beam splice moment connection when that connection is applied to two different S shape or wide flange beams whose " Depths " differ by more than 1-1/4 inch (32 mm).
Unless the user of a full-featured SDS2 program wants to change to an entirely different type of connection (e.g. a non-moment splice connection), the user will have to change one or both of the beam " Section sizes " before this connection can be designed.
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
Dihedral angle less than 20 degrees: No longer applies!
Pre-2016 versions of SDS2 programs had a design check for beam-to-beam single-plate shear connections. The design check would fail the shear plate connection if the dihedral angle between the two beams was less than 20 degrees. That design check has been removed.
Distance between extreme bolts exceeded 530 mm: This applies when the " Connection design method " is ' EUROCODE 3 ' or ' EUROCODE 3 UK '. It indicates that connection design cannot create a shear plate connection because the top and bottom bolts in the connection would be farther apart than the limit of 530 mm allowed in the design guide Simple Joints to Eurocode 3 .
To get the originally specified " Input connection type ," the user of a full-featured SDS2 program might be able to increase the " Non-moment bolt diameter " to get a connection with fewer rows of bolts. Or the user could lower the " Shear load " on this end of the beam to cause connection design to create a weaker connection.
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
Distance to first row less than minimum required: This beam member end connection failure message can be generated for End Plate and Shear connections under the following conditions:
End Plate: This failure message is generated when " Vertical to 1st hole " in the non-moment "
" Vertical edge distance ."To clear this failure message, the user of a full-featured SDS2 program may be able to adjust the " Top of plate " in that same "
Setting the connection to "
Before attempting to fix this connection, see the warnings .
Shear: This failure message is generated when " Vertical to 1st hole " in the "
locked (To clear this failure message, the user of a full-featured SDS2 program could try changing the project settings for edge distance or allowable k infringement. Usually the best way to clear the message is to unlock (
Setting the connection to "
Before attempting to fix this connection, see the warnings .
page 1 | contents | failure messages | beam review window | top
- E -
End operation will not work with this situation: This connection failure message indicates that the left- or right-end " Top flange operation " or " Bottom flange operation " under " End preparations " on the member window will not work. This is a catch-all failure message. In the table below, situations that produce this failure message are marked ? or fail .
| OK = end operation is applicable to the material type | ||||||
| fail = end operation will not work for this situation | ||||||
| ? = operation works on the flange, not the stem | ||||||
| 288 = failure message number 288 | ||||||
| W , S | C | L | tube | pipe | WT | |
| Cope plain | OK | OK | OK | OK | OK | OK |
| Cope field #3 | OK | OK | ? | fail | fail | ? |
| Cope shop #3 | OK | OK | ? | fail | fail | ? |
| Cut flange width | OK | 288 | 288 | fail | fail | fail |
| Cut flange flush | OK | 288 | 288 | fail | fail | fail |
| Clip flange | OK | fail | fail | fail | fail | fail |
| Notch top/bottom | fail | fail | fail | OK | OK | fail |
| Notch NS/FS | fail | fail | fail | OK | OK | fail |
| Cope field #1 | OK | OK | ? | fail | fail | ? |
| Cope shop #1 | OK | OK | ? | fail | fail | ? |
| Clip web | OK | OK | OK | fail | fail | OK |
| Cope field seismic | OK | OK | ? | fail | fail | ? |
| Cope shop seismic | OK | OK | ? | fail | fail | ? |
Example of ? : In a full-featured SDS2 program , selecting ' Cope field weld #3 ' as the " Bottom flange operation " for a W tee horizontal brace produces the failure message, and a weld preparation will not be applied to the stem of the W tee. However, if the user of that program selects the same operation as the " Top flange operation ," the weld preparation will be applied to the top flange of the W tee and, of course, that user will not get the failure message. All operations in the above chart that are marked ? work in a similar way.
To clear the failure message, the user of a full-featured SDS2 program can switch to a different " Top/bottom flange operation ."
End plate bending /prying strength exceeded: This failure message applies to end plate connections to which a tension load has been applied. In other words, it applies when the " Input connection type " is ' End plate ' or ' User defined ' and a non-zero " Tension load " has been entered. The failure message may be generated for any " Connection design method ." It indicates that the bending strength of the end plate has been exceeded.
The connection failure message may be generated due to a value that the user of a full-featured SDS2 program has entered to the locked (
Assuming that the beam's " Tension load " is to engineering specifications, generally the best way for that user to clear this failure message is to unlock (
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
End plate in-plane bending strength exceeded: This connection failure message applies to end plate connections when the " Connection design method " is ' EUROCODE 3 UK '. It applies when ' End plate ' or ' User defined ' is the " Input connection type ." The design check that generates this message is used when the end plate is extended (" Extend PL to beam flanges ") or when the end plate gage (" Gage NS ' + " Gage FS ") is more than 1.36 times the end plate depth. The message indicates that the in-plane bending strength of the end plate is exceeded.
The connection failure message may be generated due to a value that the user of a full-featured SDS2 program has entered to the locked (
Assuming that the beam's " Shear load " is to engineering specifications, generally the best way for that user to clear this failure message is to unlock (
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
End plate tying resistance/bolt prying strength exceeded: This connection failure message applies to end plate connections with both axial and shear loads. In other words, it applies when the " Input connection type " is ' End plate ' and a non-zero " Tension load " and " Compression load " has been entered for the end-plate end of the beam along with the automatic or user-entered " Shear load '. The message may be generated for any " Connection design method ."
The connection failure message may be generated due to a value that the user of a full-featured SDS2 program has entered to the locked (
Assuming that the beam " Shear load " and " Tension load " and " Compression load " are to engineering specifications, generally the best way for that user to clear this failure message is to unlock (
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
End plate with 6 or more bolt columns are not supported: This applies to shear end plate connections (non moment). Connection design cannot design end plate connections with more than four columns of bolts (i.e., more than two on each side of the plate).
Connection design does not create shear end plates with 3 or more column bolts on each side of the plate because beam web shear may fail before the bolts fail. Refer to the AISC Steel Construction Manual, Fourteenth Edition, Section J4.2, page 16.1-129.
The connection failure message may be generated due to a value entered to the locked (
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
End PL invalid 'Pf' refer to AISC design guide 16: This applies when the " Connection type " is ' MBMA '. According to the of the AISC Steel Design Guide Series 16, "Pf" is the "distance from the bolt centerline adjacent the beam tension flange to the near face of the beam tension flange." You can find pictures of that dimension on pages 22 and 39 of that guide.
MBMA moment end plate connections are used by the metal building industry. Connection design can create such connections for only a limited range of wide flange or S shape or welded plate wide flange sections. Tables 3-6 and 4-7 in the design guide (on pages 22 and 39, respectively) can help the user of a full-featured SDS2 program to select a " Section size " with dimensions comparable to the built-up shapes used in that industry.
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
End PL invalid 'Pb' refer to AISC design guide 16: This applies when the " Connection type " is ' MBMA '. "Pb" is the distance between adjacent rows of bolts interior to the beam flange. You can find a picture of the "Pb" dimension on page 20 of the AISC Steel Design Guide Series 16.
MBMA moment end plate connections are used by the metal building industry. Connection design can create such connections for only a limited range of wide flange or S shape or welded plate wide flange sections. Tables 3-6 and 4-7 in the design guide (on pages 22 and 39, respectively) can help the user of a full-featured SDS2 program to select a " Section size " with dimensions comparable to the built-up shapes used in that industry.
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
End PL invalid 'g' refer to AISC design guide 16: This applies when the " Connection type " is ' MBMA '. "g" is the bolt gage. You can find pictures of the 'g' dimension on pages 22 and 39 of the AISC Steel Design Guide Series 16.
MBMA moment end plate connections are used by the metal building industry. Connection design can create such connections for only a limited range of wide flange or S shape or welded plate wide flange sections. Tables 3-6 and 4-7 in the design guide (on pages 22 and 39, respectively) can help the user of a full-featured SDS2 program to select a " Section size " with dimensions comparable to the built-up shapes used in that industry.
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
End PL invalid 'h' refer to AISC design guide 16: This applies when the " Connection type " is ' MBMA '. "h" is the total beam depth. You can find pictures of the 'h' dimension on pages 22 and 39 of the AISC Steel Design Guide Series 16.
MBMA moment end plate connections are used by the metal building industry. Connection design can create such connections for only a limited range of wide flange or S shape or welded plate wide flange sections. Tables 3-6 and 4-7 in the design guide (on pages 22 and 39, respectively) can help the user of a full-featured SDS2 program to select a " Section size " with dimensions comparable to the built-up shapes used in that industry.
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
End PL invalid 'bp' refer to AISC design guide 16: This applies when the " Connection type " is ' MBMA '. "bp" is the end-plate width. You can find pictures of the "bp" dimension on pages 22 and 39 of the AISC Steel Design Guide Series 16.
MBMA moment end plate connections are used by the metal building industry. Connection design can create such connections for only a limited range of wide flange or S shape or welded plate wide flange sections. Tables 3-6 and 4-7 in the design guide (on pages 22 and 39, respectively) can help the user of a full-featured SDS2 program to select a " Section size " with dimensions comparable to the built-up shapes used in that industry.
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
End PL invalid 'tf' refer to AISC design guide 16: This applies when the " Connection type " is ' MBMA '. "tf" is the thickness of the beam flange. You can find pictures of the "tf" dimension on pages 22 and 39 of the AISC Steel Design Guide Series 16.
MBMA moment end plate connections are used by the metal building industry. Connection design can create such connections for only a limited range of wide flange or S shape or welded plate wide flange sections. Tables 3-6 and 4-7 in the design guide (on pages 22 and 39, respectively) can help the user of a full-featured SDS2 program to select a " Section size " with dimensions comparable to the built-up shapes used in that industry.
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
End PL invalid 'Pext' refer to AISC design guide 16: This applies when the " Connection type " is ' MBMA '. "Pext" is the extension beyond the exterior face of the beam flange. You can find pictures of the "Pext" dimension on page 39 of the AISC Steel Design Guide Series 16.
MBMA moment end plate connections are used by the metal building industry. Connection design can create such connections for only a limited range of wide flange or S shape or welded plate wide flange sections. Table 4-7 in the design guide (on page 39) can help the user of a full-featured SDS2 program to select a " Section size " with dimensions comparable to the built-up shapes used in that industry.
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
End PL material must be 50 ksi (345 MPa) or less: This applies when the " Connection design method " is ' ASD13 ' or ' LRFD13 '. It applies when ' End plate ' is the " Input connection type " and ' Bolted ' is the " Moment type " and the moment end plate " Connection type " is ' AISC '. It indicates that the " End plate grade " has a yield strength (Fy) value that is greater than 50 ksi. Per the AISC Steel Construction Manual, Thirteenth Edition , p 12-9, "The minimum specified yield stress of the end-plate material must be less than 50 ksi."
To get an " Input connection type " connection in this situation, the user of a full-featured SDS2 program needs to select an " End plate grade " that has a yield strength (Fy) value that is less than 50 ksi.
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
End plate thickness is greater than maximum: This applies to shear end plate connections (not moment end plates). Per ASD 9th, the maximum thickness for a shear end plate is 3/8 inch (page 4-4). For all other AISC connection design methods, the maximum is 5/8. There is no maximum thickness for moment end plates. The CISC maximum thickness for a shear end plate is 10 mm.
If the " Connection design method " is ' CISC 8 ' or ' CISC 9 ' or ' CISC 10 ', the user of a full-featured SDS2 program may be able to clear this message by checking the box for "
If the " Connection design method " is an AISC method, the user of a full-featured SDS2 program may be able to clear this message by checking the box for "
Other possible ways to clear this end connection failure message are to increase the strength of plate material used (" Steel grade ") and thus enable connection design to build a stronger connection, or lower the " Shear load " and thus get a weaker connection.
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
Extended end PL bolts required top and bottom: This applies to a moment end plate connection when an axial load (" Tension " or " Compression ") has been applied on the same end of a wide flange beam that the end plate welds to in the shop and ' Top only ' has been selected as the " Location ."
To get an " Input connection type " connection in this situation, the user of a full-featured SDS2 program needs to select ' Top and bottom ' as the " Location ."
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
Extended end pl mom conn, CJP flg-to-pl weld fails: Applies when ' End plate ' is the " Input connection type " and ' Bolted ' is the " Moment type ." The message indicates that the flange-to-plate weld has failed because the moment is too large.
One possible way to get an " Input connection type " connection in this situation is for the user of a full-featured SDS2 program to lower the " Moment load ."
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
Extension plate geometry fails due to locked length/width: This connection failure message applies when specific connection design locks have been set in the " NS Clip " and/or " FS Clip " and " Web Extension Plate " leaves. Such leaves become available for the design of extend-past-flange clip angles .
The message indicates that the " Plate length " and/or " Plate width " of the extension plate is locked (
To clear this message and get a connection, a user of a full-featured SDS2 program could enter non-contradictory distances to the " Plate length " and/or " Plate width " or unlock (
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
page 1 | contents | failure messages | beam review window | top
- F -
Flange conn Pl thickness exceeded 3 * tf: This failure message can apply to a bolted or welded moment connection under framing conditions described below.
For a bolted moment connection with flange plates, it results when, in order to design a connection that stands up to the moment on this end of the beam, connection design must create a flange plate that is thicker than the allowed maximum of three times the flange thickness .
For a welded moment connection at the top of a column, you can get this message when, due to the applied moment, the resulting column cap plate would have to be more than 3 times the thickness of the beam flange.
For either the moment flange plate or the moment cap plate , possible ways to get the originally specified connection are for the user of a full-featured SDS2 program to use a beam " Section size " with a thicker flange or to allow connection design to build a weaker connection by lowering the " Moment load " on this end of the beam.
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
Flange plate bolt shear strength exceeded: This failure message applies to bolted moment flange plates, which may be designed when a wide flange beam frames to a wide flange column web or flange and the " Input connection type " is ' Shear ' or ' Clip angle ' or ' User defined ' and the " Moment type " is ' Bolted '. The failure message indicates that the total bolt shear acting on the flange plate bolts exceeds the bolt shear strength.
The connection failure message may be generated due to a value that the user of a full-featured SDS2 program has entered to the locked (
Assuming that the beam's " Moment load " and " Tension load " and " Compression load " are to engineering specifications, generally the best way for that user to clear this failure message is to unlock (
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
Flange plate weld strength exceeded: This failure message applies to bolted moment flange plates, which may be designed when a wide flange beam frames to a wide flange column web or flange and the " Input connection type " is ' Shear ' or ' Clip angle ' or ' User defined ' and the " Moment type " is ' Bolted '. The failure message indicates that the strength of the flange plate weld to the supporting column has been exceeded.
The connection failure message may be generated due to a value that the user of a full-featured SDS2 program has entered to the locked (
Assuming that the beam's " Moment load " and " Tension load " and " Compression load " are to engineering specifications, generally the best way for that user to clear this failure message is to unlock (
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
Frames to a Model Complete member: This applies when the member this beam frames to has its " Model complete date " set.
You will get a yellow " Frames to ... " banner like the following even if there is no connection failure. This banner describes the framing situation, but does not necessarily pertain to connection design.
| Frames to a Model Complete member |
In addition to the above banner, you may (but will not necessarily) get a red banner like the following, which indicates a connection failure due to connection design not being permitted to modify the main material of the model-complete member. This can happen, for example, if this beam was added or its connection changed, after the framed-to member's " Model complete date " was set. Actions that can trigger the changing of a connection include selecting a different " Input connection type " or adjusting a " Conn Spec ."
Frames to a Model Complete member The user of a full-featured SDS2 program can "
| framing situation | likely cause |
| beam to column | The supporting column has its " Model complete date " set. |
| beam to beam | The supporting beam has its " Model complete date " set. |
Framing sit: Shear tab interferes with column stiffener: Applies when connection design attempts to build a single-plate shear connection on this end of this beam and this beam frames to the web of a column on which column stiffeners have been designed for moment connections. Look at this end of the beam in the model, and it should be fairly obvious why you got this connection failure message.
To get a shear connection on this beam, the user of a full-featured SDS2 program may be able to edit the other beam (or beams) that frame to the column and remove the column stiffeners that interfere with the design of a shear plate that bolts to this beam. See " Design for stiffeners ."
Framing sit: Horz offset too small to combine bolts: Applies to offset framing for clip angles or end plates or bent plates.
| Center-to-Center Distances (Standard Fabricator Connections) |
|
| Clip angles: | Wide gage or Narrow gage or Heavy gage, inside or Heavy gage, outside |
| End plates: | Wide gage or Narrow gage |
| Bent plates: | Wide gage or Narrow gage |
When connection design builds offset framing, the program attempts to use the appropriate center-to-center distance specified in Standard Fabricator Connections . To line up holes with the opposite connection, the program may increase the gage on the outstanding leg of the near- or far-side clip angle, but it will not decrease the gage. Instead it generates this connection failure message.
Consequently, one way the user of a full-featured SDS2 program might be able to fix this problem is to Move the member horizontally so that center-to-center distance specified in Standard Fabricator Connections can be used.
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
Framing sit: Cannot change OSL dimension: Applies to offset clip angles on opposite sides of a beam or column web.
This error occurs when there is no suitable angle in the Preferred Angle Sizes list in Standard Fabricator Connections that can carry the required gage.
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
page 1 | contents | failure messages | beam review window | top
- H -
HSS reinf plate projects beyond the top of column: This failure message applies to a welded moment connection to a thin-walled HSS rectangular column when " Use HSS column reinforcement plate " is set to ' Yes '.
In order to get reinforcement plates for a welded moment connection, the " Top of plate " value entered to the "
If this failure message occurred because the user of a full-featured SDS2 program entered a " Top of plate " that was too large -- either directly or by increasing the " Length " of the reinforcement plate -- then the solution is for a user in that program to unlock (
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
HSS reinf plate weld size greater than maximum allowed: This failure message can apply to a single-plate shear connection or a welded moment connection to a thin-walled HSS/TS column when " Use HSS column reinforcement plate " is set to ' Yes '.
The message indicates that the weld size for welding the reinforcement plate to the HSS column needs to be larger than is permitted, possibly because the " Plate thickness " that is entered in the "
To clear this failure message and get a connection, a user of a full-featured SDS2 program could try entering a different " Plate thickness " or " Weld size " value, or the user could unlock (
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
HSS wall or W column web yield failure at seat: Applies to a beam with a beam seat connection framing into a tube or W column. It indicates that the column itself (not the connection) is unable to stand up to the load.
Possible ways for the user of a full-featured SDS2 program to get a beam seat are to select a stronger " Section size " or " Steel grade " for the column. Or the user could lower the " Shear load ."
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
HSS wall strength fails: You get this connection failure message when connection design cannot create a single-plate shear connection on a beam with an axial load to an HSS column or HSS beam because the HSS round (pipe) or HSS rectangular (tube) supporting member is not made of heavy enough material. This failure message may also apply to a moment connection to an HSS column.
To get the originally specified " Input connection type " connection, the user of a full-featured SDS2 program could enter a heavier " Section size " to the column, or the user could lower the " Tension load " (for a shear connection) or " Moment load " (for a moment connection) so that connection design can create a weaker connection using the currently entered " Section size ." The user could also specify a " Steel grade " with a higher yield strength (Fy value) for the supporting column or supporting beam.
For a shear plate connection to an HSS beam or HSS column, the user of a full-featured SDS2 program may be able to turn off the design check that caused this failure message by setting " Check supporting member for axial load " to ' Never '.
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
page 1 | contents | failure messages | beam review window | top
- I -
IMF/SMF connections must have matching load auto flags: A beam-to-column-flange seismic moment connection can be designed -- in a full-featured SDS2 program -- when " Seismic moment frame member " is set to ' Yes ' or, possibly, to ' Automatic ' and " Seismic moment frame type " is set to ' OMF ' or ' IMF ' or ' SMF ' or, possibly, to ' Automatic ' and the left- or right-end " Moment type " is ' Bolted ' or ' Welded '. ' SMF ' or ' IMF ' seismic moment connections can be designed when the " Connection design method " is any LRFD edition. ' OMF ' seismic moment connections can be designed for LRFD and ASD editions.
If the " Shear load " for an IMF or SMF seismic moment connection is set to "
To clear this failure message, a user of a full-featured SDS2 program could try setting both loads to "
Auto " or to "
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
IMF/SMF connections not supported for ASD: A beam-to-column-flange seismic moment connection can be designed -- in a full-featured SDS2 program -- when " Seismic moment frame member " is set to ' Yes ' or, possibly, to ' Automatic ' and " Seismic moment frame type " is set to ' OMF ' or ' IMF ' or ' SMF ' or, possibly, to ' Automatic ' and the left- or right-end " Moment type " is ' Bolted ' or ' Welded '. ' SMF ' or ' IMF ' seismic moment connections can be designed when the " Connection design method " is any LRFD edition. ' OMF ' seismic moment connections can be designed for LRFD and ASD editions.
An ' OMF ' welded seismic moment connection can be designed for ASD connection design methods, but ' IMF ' and ' SMF ' connections cannot.
To clear this failure message and get a seismic IMF/SMF moment connection, a user of a full-featured SDS2 program could try setting Home > Project Settings > Design > Design Settings > " Connection design method " to an LRFD edition. But be aware that changing the design method in the middle of a project's development can result in drastic changes that are unanticipated and undesired and cause considerable rework.
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
IMF/SMF flange bolt design valid only for A490/F2280 bolts: A beam-to-column-flange seismic moment connection can be designed -- in a full-featured SDS2 program -- when " Seismic moment frame member " is set to ' Yes ' or, possibly, to ' Automatic ' and " Seismic moment frame type " is set to ' OMF ' or ' IMF ' or ' SMF ' or, possibly, to ' Automatic ' and the left- or right-end " Moment type " is ' Bolted ' or ' Welded '. ' SMF ' or ' IMF ' seismic moment connections can be designed when the " Connection design method " is any LRFD edition. ' OMF ' seismic moment connections can be designed for LRFD and ASD editions.
Per Section 7.5 of AISC 358-16, IMF/SMF seismic bolted moment flange bolts must be A490 or F2280.
To clear this failure message and get a seismic IMF/SMF bolted moment connection, a user of a full-featured SDS2 program could try setting the left- or right-end > "
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
IMF/SMF flange hole type must be standard round: A beam-to-column-flange seismic moment connection can be designed -- in a full-featured SDS2 program -- when " Seismic moment frame member " is set to ' Yes ' or, possibly, to ' Automatic ' and " Seismic moment frame type " is set to ' OMF ' or ' IMF ' or ' SMF ' or, possibly, to ' Automatic ' and the left- or right-end " Moment type " is ' Bolted ' or ' Welded '. ' SMF ' or ' IMF ' seismic moment connections can be designed when the " Connection design method " is any LRFD edition. ' OMF ' seismic moment connections can be designed for LRFD and ASD editions.
Per Section 7.5 of AISC 358-16, the IMF/SMF seismic bolted moment flange bolt hole type must be standard round.
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
IMF/SMF maximum flange bolt diameter is 1 1/8 inch: A beam-to-column-flange seismic moment connection can be designed -- in a full-featured SDS2 program -- when " Seismic moment frame member " is set to ' Yes ' or, possibly, to ' Automatic ' and " Seismic moment frame type " is set to ' OMF ' or ' IMF ' or ' SMF ' or, possibly, to ' Automatic ' and the left- or right-end " Moment type " is ' Bolted ' or ' Welded '. ' SMF ' or ' IMF ' seismic moment connections can be designed when the " Connection design method " is any LRFD edition. ' OMF ' seismic moment connections can be designed for LRFD and ASD editions.
Per Section 7.5 of AISC 358-16, the maximum diameter for IMF/SMF seismic bolted moment flange bolts is 1 1/8 inch or 28 mm.
To clear this failure message and get a seismic IMF/SMF bolted moment connection, a user of a full-featured SDS2 program could try setting the left- or right-end > "
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
Incompatible member sizes: This applies to a beam-to-beam welded moment connection. The message indicates that the supported beam cannot be properly welded to the supporting beam.
You might, for example, get this message in the following situations:
(1) The supported beam's flange is thicker than the flange of the supporting beam, thus making it impossible to weld to the supporting.
(2) The depth of the supported beam is greater than the depth of the supporting beam, thus giving you nothing but air to weld the supported beam's bottom flange to.
(3) The supported beam's bottom flange is aligned with the supporting beam's bottom flange in such a way that makes welding inappropriate (supported's bottom flange bottom face below the supporting's bottom flange top face, but its top face above the supporting's bottom flange).
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
Inside hole spacing is less than minimum: This applies to end plate moment connections . The inside holes are the holes on the end plate that are inside the beam's flanges. The message appears when connection design requires inside holes that are closer together than are allowed. Connection design will have already tried increasing the bolt diameter to as much as 1.5 inches.
Possible ways for the user of a full-featured SDS2 program to get a designed end plate moment connection are to change to a deeper " Section size " or change from an ' 8-bolt ' to a ' 4-bolt ' pattern. Or the user could use a higher strength " Bolt type " or to lower the " Moment load ."
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
Invalid bolt row-column combination: This applies when ' Shear ' or ' User defined ' or ' Auto standard ' is the " Input connection type " and, as a result, you get a set of " Shear Tab " connection design locks.
The message indicates that the user of a full-featured SDS2 program has entered invalid or contradictory values to " Rows " and " Columns " in the "
To clear this failure message and get a connection, the user of that program could try entering a different number of " Rows " or " Columns ," or the user could unlock (
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
Invalid end operation for this type of material: This connection failure message indicates that the " Top/bottom flange operation " under " End preparations " on the member window will not work because the " Section size " of the member is a channel or angle. In the table below, situations that produce this failure message are marked fail .
| OK = end operation is applicable to the material type | ||||||
| fail = invalid end operation for this type of material | ||||||
| 289 = failure message number 289 | ||||||
| W , S | C | L | tube | pipe | WT | |
| Cope plain | OK | OK | OK | OK | OK | OK |
| Cope field #3 | OK | OK | 289 | 289 | 289 | 289 |
| Cope shop #3 | OK | OK | 289 | 289 | 289 | 289 |
| Cut flange width | OK | fail | fail | 289 | 289 | 289 |
| Cut flange flush | OK | fail | fail | 289 | 289 | 289 |
| Clip flange | OK | 289 | 289 | 289 | 289 | 289 |
| Notch top/bottom | 289 | 289 | 289 | OK | OK | 289 |
| Notch NS/FS | 289 | 289 | 289 | OK | OK | 289 |
| Cope field #1 | OK | OK | 289 | 289 | 289 | 289 |
| Cope shop #1 | OK | OK | 289 | 289 | 289 | 289 |
| Clip web | OK | OK | OK | 289 | 289 | OK |
| Cope field seismic | OK | OK | 289 | 289 | 289 | OK |
| Cope shop seismic | OK | OK | 289 | 289 | 289 | 289 |
To clear the failure message, the user of a full-featured SDS2 program can switch to a different " Top/bottom flange operation ."
Invalid material type for supporting member: You get this message when connection design cannot generate a connection because the supporting member is an invalid material type. The user of a full-featured SDS2 program may be able to get an " Input connection type " connection by changing the " Section size " on the supporting beam or column.
For a supporting beam: The " Section size " must be wide flange , channel , HSS/TS (tube), welded plate wide flange , welded plate box or S shape in order for this beam (the supported beam) to connect to that beam.
For a supporting column: The " Section size " must be wide flange , HSS round (pipe), HSS rectangular (tube), welded plate wide flange , welded plate box or S shape in order for this beam (the supported beam) to connect to that column.
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
Invalid material type for this member: You get this message when connection design cannot generate a connection on this beam because the " Section size " that has been entered is an invalid material type.
To get an " Input connection type " connection, the user of a full-featured SDS2 program needs to change the beam's " Section size ." For beams, the " Section size " must be a wide flange or S shape or channel or welded plate W or HSS/TS (tube) or welded plate box (' Plain end ' connections only) in order for the user to get a system connection.
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
Invalid moments: This applies to a beam-to-beam moment connection. On such a connection, the moments for the opposing beams need to be of equal magnitude and have opposite signs.
To get an " Input connection type " connection, the user of a full-featured SDS2 program could try changing the " Moment load " on one or both of the opposing beams so that the moments are of equal magnitude and have opposite signs.
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
Invalid skew to column connection geometry: This applies when a connection cannot be designed on a beam connecting to a column at a skewed angle. The exact angle that is not supported depends on the sizes of the members and the connection type. A bolted moment connection to a tube column fails at any skew -- other connections are changed under skewed conditions as described under "Also see" below.
Possible ways for the user of a full-featured SDS2 program to get the originally selected " Input connection type " are to change the " Column rotation " so that the beam is no longer skewed, or the user could attempt to "
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
Also see: For skewed framing situations where the " Input connection type " is ' Clip angle ' or ' Seated ', the program changes the " System designed connection " to a ' Shear ' connection and gives you a connection changed message instead of failing the connection.
Invalid skewed fillet weld angle between fusion faces: This connection failure message applies when a skewed fillet weld angle is outside of the allowable range specified in the CSA design codes.
This failure will occur if an acute fillet angle is less than 30 degrees or an obtuse angle is greater than 135 degrees referenced from the CSA W59-18 " Welded steel construction " section 4.5.1.
A way to fix this error would be to utilize a bevel groove weld instead of a fillet when the angle requirement can't be met. An alternate fix would be to adjust the framing such that the shear tab angle to supporting would be within this allowable range.
Before attempting to fix this connection, see the warnings .
Invalid support material type: You get this message when connection design cannot create the connection specified on this end of this beam (the supported beam) due to the material type on the supporting member (beam or column).
One example: It applies when ' Shear ' is selected as the " Input connection type " on a tube beam connecting to a pipe column -- since connection design cannot change to another connection type in this situation, the program fails the connection and gives you this failure message.
The user of a full-featured SDS2 program may be able to get an " Input connection type " connection by changing the " Section size " on the supporting column (or supporting beam).
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
Also see: " Invalid material type for supporting member " (a similar connection failure message).
Invalid weld configuration: This applies to " Shear Tab " connection design locks.
The message indicates that, in the " Welds " section of the "
To clear this failure message and get a connection, the user of the full-featured SDS2 program could try entering a different to " NS primary weld type " or " FS primary weld type " or " NS primary weld size " or " FS primary weld size ," or the user could unlock (
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
Invalid W section for 8-ten bolt end plate: This message applies to moment end plates with 8 tension bolts. It applies when the " Connection design method " is ' ASD 9 '. The check that generates this message helps to ensure that the section yields before the bolts shear.
Per the " Notes for Eight Tension Bolt Type " on page 4-122 of ASD9 , permissible shapes include sections listed in the " Allowable stress design selection table for shapes used as beams ," ASD9 , page 2-4.
To get this connection, the user of a full-featured SDS2 program must change to a different " Section size " that is a wide flange .
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
page 1 | contents | failure messages | beam review window | top
- L -
Load interaction failed: This failure message may occur for any beam connection that is subjected to a " Shear load " and an axial load (" Tension load " or " Compression load "), or for any moment connection that is subject to a " Moment load " and an axial load. When a design calculation returns an irrational number for the interaction between, for example, shear and tension, the program will fail the connection with this failure message.
For a non-moment connection, the user of a full-featured SDS2 program could try lowering the axial load (" Tension load " or " Compression load ") to clear this failure message.
For a moment connection, the user could try to lower either the " Moment load " or the axial load.
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
Locked bolt edge distance not within required min/max values: This failure message is difficult to reproduce since it is a catch-all message that will only be generated if a more specific connection failure message has not been generated to account for a connection failure. It may apply to any connection that is bolted. There is no easy-to-state rule that defines exactly what minimum and maximum edge distance values are acceptable since such requirements are based on the connection type, hole type, bolt diameter, bolt type, design code and other factors.
If the user of a full-featured SDS2 program gets this failure message, that user may be able to unlock (
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
Locked bolt spacing not within required min/max values: This failure message is difficult to reproduce since it is a catch-all message that will only be generated if a more specific connection failure message has not been generated to account for a connection failure. It may apply to any connection that is bolted. There is no easy-to-state rule that defines exactly what minimum and maximum bolt spacing values are acceptable since such spacing requirements are based on the connection type, hole type, bolt diameter, bolt type, design code and other factors.
If the user of a full-featured SDS2 program gets this failure message, that user may be able to unlock (
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
Locked connection has too many constraints: This is a catch-all failure message that may apply to various connection types or framing situations or loading conditions. It indicates a problem with user-entered values made to connection design locks . Connection design may have failed the connection because the locked ( ) settings prevented the program from designing a connection of sufficient capacity to stand up to the governing load. Or it may be that locked settings introduced math errors or physical inconsistencies that connection design is unable to solve.
Fixing this problem in a full-featured SDS2 program may be as simple as correcting a user-entered value that is inconsistent with related, interdependent values that are also locked. Or the user may have to unlock (
If, on the other hand, the user insists that the connection be designed around the user-entered values, and that user therefore does not want to remove any locks, the user might try lifting other constraints, such as user-applied setbacks. The user also may be able to get the desired connection by lowering the governing load.
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
: Locked flange plate thickness less than required for carrying moment: This failure message applies to a beam with bolted moment connection. You can get this failure message, for example, by entering too small of a " Plate thickness " in the leaf named " Top Moment Plate " or " Bottom Moment Plate ."
In a full-featured SDS2 program , fixing this problem may be as simple as correcting the user-entered " Plate thickness " or unlocking (
To keep the user-entered flange plate thickness, the user of the full-featured SDS2 program would have to lower the " Moment load ."
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
Locked HSS reinf plate length is less than required: This connection failure message can apply to a single-plate shear connection or a welded moment shear plate connection to a thin-walled HSS/TS column when " Use HSS column reinforcement plate " is set to ' Yes ' or possibly to ' Automatic '.
For a single-plate shear connection, the length of the reinforcement plate is required to be 1.5 inches or more than the length of the shear plate. Furthermore, the length of the plate is required to be distributed evenly above and below the shear plate with a minimum top-of-plate distance of 0.75 inch. If a user has entered a " Plate length " to the "
For a welded moment shear plate connection, the length of the HSS column reinforcement plate is required to be 1.5 inches or more than the depth of the beam. If a user has entered a " Plate length " to the "
To clear the failure message and get a connection, a user of a full-featured SDS2 program could increase the " Plate length " or unlock (
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
Locked HSS reinf plate top of plate interferes: This connection failure message can apply to a single-plate shear connection or a welded moment connection to a thin-walled HSS rectangular column or TS column when " Use HSS column reinforcement plate " is set to ' Yes '.
The failure message indicates that an invalid " Length " or " Top of plate " value has been entered by the user in the "
For a welded moment connection, the top and bottom edges of the reinforcement plate must be a minimum of 0.75 inch from the top and bottom flanges of the beam.
For a single-plate shear connection, the top and bottom edges of the reinforcement plate must be a minimum of 0.75 inch from the top and bottom edges of the shear plate.
To fix the problem, a user of a full-featured SDS2 program could try entering a different " Plate length " or " Top of plate " value, or that user could unlock (
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
Locked HSS reinf plate width doesn't fit: This failure message can apply to a single-plate shear connection or a welded moment connection to a thin-walled HSS rectangular or tube column when " Use HSS column reinforcement plate " is set to ' Yes '.
The message indicates that the " Width " value that has been entered in the "
To fix the problem, a user in a full-featured SDS2 program could try entering a different " Width " value, or the user could unlock (
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
Locked OSL bolts and opposite connection interfere: This failure message applies to a beam with a connection (clip angle or end plate or bent plate or stability angle) that bolts to a beam web or column web and shares bolts with the connection on the opposite side of the web. The connection failure message is generated during the " Framing situations " checking phase of Process when the program is unable to reconcile the two connections due to connection design locks in one or both of the connections.
In a full-featured SDS2 program , an approach to fixing this problem might begin with identifying those connection design locks in the two connections that pertain to bolt design. If the user of that program wants connection design of shared bolts to be governed by the connection design locks in the connection on the opposite side of the web, that user could try unlocking (
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
Locked plate/angle length results in less than minimum bolt rows: This connection failure message applies to a beam with a non-moment end plate connection. The connection design locks for such a connection are contained in a leaf named " End Plate ." The message may also apply to certain clip angle connections.
The message results from the " Plate depth " entered to the "
To clear this failure message and get a connection, you can try entering a different " Plate depth ," or you can unlock (
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
Locked rows is less than required for extension clip angle: This connection failure message applies to extended clip angles, which can be designed when the " Shear load " is sufficiently high and the connection specification " Extend past flange " is set to " If required ".
The message indicates that the program is unable to extend the clip angle past the bottom flange of the beam because a user has entered too small of a number of " Rows ."
To clear this failure message and get a connection, a user in a full-featured SDS2 program could try entering a larger number of " Rows " (to supporting) and/or " Rows " (to supported), or that user could unlock (
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
Locked rows result in connection geometry failure: This connection failure message may apply when ' Clip angle ' or ' Auto standard ' or ' User defined ' is the " Input connection type ." If may also apply to other connection types.
For a clip angle, the message might, for example, indicate that the user has entered a number of " Rows " (to the supported beam's web) for the "
For other connection types or other situations with clip angles, a user in a full-featured SDS2 program could try entering a different number of " Rows ," or that user could unlock (
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
Locked top of plate should be a negative value: This connection failure message may apply when ' End plate ' is the " Input connection type " and ' Bolted ' is the " Moment type " and part of the moment end plate projects above the supported beam's top flange. Most moment end plates extend above the top flange.
The message indicates that the user has entered a non-negative distance to " Top of plate " in the "
To clear this failure message and get a connection, a user of a full-featured SDS2 program could enter a negative " Top of plate " or that user could unlock (
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
Locked vertical to 1st hole less than minimum required or minimum setup value: This connection failure message applies to clip angle connections.
The failure message is generated when a user has entered an unpermitted " Vertical to 1st hole " distance in the "
To clear this failure message and get a connection, a user of a full-featured SDS2 program could enter a different " Vertical to 1st hole " (leg to supported) or " Vertical 1st hole " (leg to supporting), or the user could unlock (
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
page 1 | contents | failure messages | beam review window | top
- M -
Maximum beam slope exceeded for a moment connection: This applies to the failure of a sloping bolted moment connection, or to a sloping welded moment to tube or W column flange, or to a sloping welded moment connection to W column web. It indicates that the beam slopes too much. Connection design cannot create moment connections on beams that slope more than 30 degrees.
To get an " Input connection type " connection, the user of a full-featured SDS2 program could try changing the " End elevation " on one end of the beam to lessen the slope of the beam.
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
Maximum bolt diameter is 1 1/4 in; 31 mm:
| No longer applies! |
Prior to v2018, connection design had prevented beam seats and clip angle connections from being designed using bolts with a diameter greater than 1 1/4 in or 31 mm. That design check has been removed, and this connection failure message no longer applies.
Maximum number of bolt rows exceeded: You get this message when, in order to meet loading conditions, connection design must, for example, design a single-plate shear connection with more than the maximum of 9 rows of bolts.
Possible ways for the user of a full-featured SDS2 program to get an " Input connection type " connection with fewer rows of bolts are to use stronger bolts (stronger " NM bolt type to supported " or larger " NM bolt diameter "), or to lower the " Shear load " and thus create a weaker connection.
Or the user could "
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
Maximum plate seat slope exceeded: You get this message when ' Seated beam ' is the connection type and ' Plate ' is selected as the connection material. The message indicates that connection design is unable to create a plate seat because the supported beam slopes more than 30 degrees from horizontal.
One way for the user of a full-featured SDS2 program to possibly get a connection is to change the supported beam's (this beam's) left or right " End elevation " so that it slopes 30 degrees or less.
Or the user could change the beam's " Input connection type " to ' Bent plate ' or ' End plate ' or ' Shear '.
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
Member moment strength exceeded: This message applies to moment connections . It indicates that the beam is overstressed due to moment forces.
Possible ways for the user of a full-featured SDS2 program to get an " Input connection type " connection include inputting a stronger beam " Section size ," changing the " Steel grade " to a steel with higher yield strength, or to lower the " Moment load ." For welded or end plate moment connections, the user can check the box for " Design moment connections for greater than 100% " in Design Settings . For bolted moment flange plates, holes in the flange may be too large in diameter, and this can be fixed by decreasing the " Bolt diameter " of those bolts.
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
Minimum weld metal tensile strength = 60 ksi (414 MPa): This message applies to several connection types.
Connection design cannot create certain connections unless Home > Project Settings > Job > Weld Design Settings > " Weld material tensile strength " is set to ' 60 ksi ' (414 MPa) or greater.
You should report this problem to qualified personnel who know what type of welding equipment you will be using.
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
Minimum weld metal ten. strength is 70 ksi ; 483 MPa: This message applies to single-plate shear connections (shear tab connections) when the " Connection design method " is ' ASD14 ' or ' LRFD14 ' or ' ASD13 ' or ' LRFD13 ' or ' ASD9 ' or ' LRFD3 '.
Connection design generates this failure message for shear tab connections whose Home > Project Settings > Job > Weld Design Settings > " Weld material tensile strength " is less than ' 60 ksi ' (483 MPa).
This problem should be reported to qualified personnel who know what type of welding equipment the fabricator will be using.
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
Minimum weld metal tensile strength is 490 MPa: This message applies to single-plate shear connections (shear tab connections) when the " Connection design method " is ' CISC8 ', ' CISC9 ' or ' CISC10 '. Calculations used to size welds for a shear plate connection are based on the assumption that the weld tensile strength is at least 490 MPa.
Connection design generates this failure message for shear tab connections whose Home > Project Settings > Job > Weld Design Settings > " Weld material tensile strength " is less than 490 MPa. To stop getting this failure message, the user of a full-featured SDS2 program needs to increase the " Weld material tensile strength " to at least 490 MPa.
You should report this problem to qualified personnel who know what type of welding equipment the fabricator will be using.
Before attempting to fix this connection, see the warnings .
Moment conn not supported with thru plate connection: You get this message as a result of the user of a full-featured SDS2 program specifying " Moment " options for a shear thru plate connection.
To get an " Input connection type " connection, the user of a full-featured SDS2 program needs to set " Thru shear plate " to ' No ' or change the " Moment type " to ' Non-moment '.
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
Moment end plate thk. less than reqd. for bending stress: This failure message applies to moment end plates (any type). In other words, it applies when ' End plate ' is the " Input connection type " and ' Bolted ' is the " Moment type ." It may be generated for any " Connection design method ." The message indicates that the moment end plate thickness is not sufficient to accommodate the bending stress that the connection is subjected to.
The message may be generated due to values that the user of a full-featured SDS2 program has entered to locked (
Assuming that the " Moment load " and end plate dimensions, etc. are what they are supposed to be, the best way for that user to clear the failure message is to unlock (
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
Moments at conn must be equal but opposite sign: This applies to both bolted and welded beam-to-beam moment connections. For such connections, the " Moment load " on the opposing supported beams must be of equal magnitude and have opposite signs to prevent twisting of the supporting beam.
To get a beam-to-beam moment connection, the user of a full-featured SDS2 program needs to enter exactly the same " Moment load " on each of the two supported beams except that a negative sign (-) must be entered in front of one of the moment loads. This means that if the user enters 1000 to one of the supported beams, the user must enter -1000 for the opposite supported beam.
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
More than 2 columns of bolts on shear connection: This applies to shear plate moment connections. It results when connection design requires more than two columns of bolts in order to make the connection strong enough to withstand the load on this end of the beam.
The user of a full-featured SDS2 program may be able to get an " Input connection type " connection by lowering the " Shear load ." Or the user could use stronger bolts (" NM bolt type to supported "). Since connection design has probably already incremented the bolt sizes to maximum, changing the " NM bolt diameter " probably will not help.
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
More than 4 bolt cols reqd for ea side of splice: This message applies to beam-to-beam splice plate connections . It results when connection design requires more than four bolt columns in order to make the connection strong enough to withstand the load on this end of the beam.
A possible way for the user of a full-featured SDS2 program to get a splice plate with four or fewer bolt columns is to lower the " Shear load ." This will result in a weaker connection.
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
More than 4 cols of bolts in web doubler: This connection failure message results when, in designing a web doubler to compensate for a cope that fails, connection design requires more than 4 columns of bolts in order for the connection to stand up to the calculated load.
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
More than 10 bolt rows reqd for web connection: This connection failure message may apply to any beam web shear connection . It is caused when connection design requires more than 10 rows of bolts to support the calculated load on this end of the member. Since connection design does not support more than 10 rows of bolts for a web connection, the connection fails.
Possible ways for the user of a full-featured SDS2 program to get the program to design the originally specified " Input connection type " are to lower the " Shear load " or to specify a " Steel grade " with higher yield strength.
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
More than 30 bolt rows required in flange connection: This applies to any beam-to-beam or beam-to-column bolted moment connection . It results when in order to design a connection strong enough to stand up to a moment reaction on this end of the beam, connection design requires more than the maximum of 30 rows of bolts.
Possible ways for the user of a full-featured SDS2 program to get an " Input connection type " bolted moment connection with fewer than 30 rows of bolts are to lower the " Moment load ," thus making the connection weaker, or to change the " Steel grade " so that stronger materials are used, thus making the connection stronger.
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
page 1 | contents | failure messages | beam review window | top
- N -
Net/gross area conn strength fails: This connection failure message indicates that the connection on this end of the beam is overstressed.
Since it is the connection that is overstressed, using stronger materials for the beam will not help. The user of a full-featured SDS2 program could, however, lower the " Tension load " on the beam.
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
No supporting member: This applies to a connection on the end of a beam that does not frame to a supporting beam or column. If, for example, if the beam frames to a legacy miscellaneous member or a custom member , you may get this message.
One way for the user of a full-featured SDS2 program to get an " Input connection type " connection is to Add Beam or Add Column to generate a supporting member.
The user can also change the " Input connection type " to ' Clip angle ' or ' Bent plate ' or ' End plate '. Connection design is able to generate these types of connections on a beam that does not frame to a supporting member. If the " Input connection type " is ' Shear ' and the " Material type " is ' Plate ', setting " Attached to " to ' Supported ' will allow a single-plate shear connection to be generated in the model without a supporting member.
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
Number of bolt columns is greater than 3: This applies to shear thru plate connections, which only allow three columns of bolts. It results when, in order to design a connection sufficiently strong to meet the load, connection design requires more than three columns of bolts, which is not supported.
A possible way for the user of a full-featured SDS2 program to get a shear thru plate connection with three or fewer bolt columns is to lower the " Shear load " and thus design a weaker connection.
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
page 1 | contents | failure messages | beam review window | top
- O -
Only welded flange OMF supported for 15th edition: A beam-to-column-flange seismic moment connection can be designed -- in a full-featured SDS2 program -- when " Seismic moment frame member " is set to ' Yes ' or, possibly, to ' Automatic ' and " Seismic moment frame type " is set to ' OMF ' or ' IMF ' or ' SMF ' or, possibly, to ' Automatic ' and the left- or right-end " Moment type " is ' Bolted ' or ' Welded '. ' SMF ' or ' IMF ' seismic moment connections can be designed when the " Connection design method " is any LRFD edition. ' OMF ' seismic moment connections can be designed for LRFD and ASD editions.
For ASD15 and LRFD 15, connection design only allows welded moment shear tab connections to be used in an OMF (ordinary moment frame). This is based on Sections E1.6b.(c)(2) and E1.6b.(c)(5).
Possible ways for a user in a full-featured SDS2 program to clear this failure message are to change the " Seismic moment frame type " to ' IMF ' or ' SMF '. If you want to keep using OMF design, you could try changing the " Moment type " to ' Welded .'
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
Option to replace web doubler with large clip L fails: This connection failure message indicates that the box for " Replace doubler with larger clip " is checked on the Beam Review window and there was no suitable angle in the Preferred Angle Sizes list in Standard Fabricator Connections .
To get an " Input connection type " connection, the user of a full-featured SDS2 program could try adding more angles to the Preferred Angle Sizes window. Or uncheck the box for " Replace doubler with larger clip " and thus allow the program to design a connection with web doublers.
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
OSL bolt shear strength exceeded for comb. shear and axial load: This connection failure message applies to clip angle connections with both axial and shear loads. In other words, it can apply when the " Input connection type " is ' Clip angle ' or ' Auto standard ' or ' User defined ' and a non-zero " Tension load " and/or " Compression load " has been entered for the clip-angle end of the beam along with the automatic or user-entered " Shear load '. It may be generated for any " Connection design method ."
Assuming that the outstanding leg (OSL) is the leg to the supporting beam or column, this connection failure message may be generated due to a value that the user of a full-featured SDS2 program has entered to the locked (
Assuming that the beam " Shear load " and " Tension load " and " Compression load " are to engineering specifications, generally the best way for that user to clear this failure message is to unlock (
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
OSL bolt tension capacity exceeded: This connection failure message applies to clip angle connections with both axial and shear loads. It can also apply to end plate connections. In other words, it may apply when the " Input connection type " is ' Clip angle ' or ' End plate ' or ' Auto standard ' or ' User defined ' and a non-zero " Tension load " and/or " Compression load " has been entered for the error-message end of the beam along with the automatic or user-entered " Shear load '. The clip angle's " Attachment to supporting " must be ' Bolted '. The message may be generated for any " Connection design method ."
For a clip angle, this connection failure message may be generated due to a value that the user of a full-featured SDS2 program has entered to the locked (
Assuming that the beam's " Tension load " is to engineering specifications, generally the best way for that user to clear this failure message is to unlock (
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
page 1 | contents | failure messages | beam review window | top
- P -
Physical limitations exceeded: This is a catch-all connection failure message.
Ways to diagnose the problem are to review the 3D model , or to generate a Connection Design Calculations report or Expanded Connection Design Calculations Report and evaluate which formulas on the Connection Design Calculations Cover Sheet apply to the situation.
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
Plate is thicker than maximum: This connection failure message may apply to a thru plate shear connection or to single-plate shear connections .
For shear thru plates: When connection design tries to make the connection strong enough to stand up to the load on the end of the beam, the design of the thru plate connection will fail if connection design determines that plate material must be greater than 1.5 inches thick. Possible ways for the user of a full-featured SDS2 program to get a thru shear plate connection are to specify a higher strength " Steel grade ," or to create a weaker connection using thinner plate material by lowering the " Shear load ." The user could also try to change the "
For single-plate shear connections: This also applies to an extended shear plate to column web. AISC specifies that the maximum plate thickness for single-plate shear connections be half the bolt diameter plus 1/16 of an inch. Connection design fails connections that are thicker than this. To turn this design check off in a full-featured SDS2 program (so that connection design passes the connection), the user of that program needs to check the box for " Design non-AISC single-plate shear connections ."
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
Plate/supporting member bearing strength exceeded: This failure message applies to moment end plates (any type). In other words, it applies when ' End plate ' is the " Input connection type " and ' Bolted ' is the " Moment type ." It may be generated for any " Connection design method ." The message indicates that the bearing strength of the end plate or the supporting column is exceeded.
The connection failure message may be generated due to values that the user of a full-featured SDS2 program has entered to locked (
Assuming that the column section size and applied " Moment load " are to engineering specifications, the best way for that user to clear this failure message is to make adjustments to the offending locks, either by making different entries or by unlocking (
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
Plate to flange weld strength exceeded: This failure message applies to moment end plate connections on wide flange beams. In other words, it applies when ' End plate ' is the " Input connection type " and ' Bolted ' is the " Moment type ." It may be generated for any selected " Connection design method ." The message indicates that the strength of the flange-to-plate weld is insufficient.
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
Pull through strength on flg-pl/bm-flg exceeded: This failure message applies to bolted moment flange plates, which may be designed when a wide flange beam frames to a wide flange column web or flange and the " Input connection type " is ' Shear ' or ' Clip angle ' or ' User defined ' and the " Moment type " is ' Bolted '. The message indicates that the moment load exceeds the moment carrying capacity of either the flange plate or the beam flange (whichever is the minimum).
Most likely you will get the " Flange plate bolt shear strength exceeded " failure message before you get this message. However, there may be conditions under which this connection failure message may be generated due to a value that the user of a full-featured SDS2 program has entered to the locked (
Assuming that the beam's " Moment load " and " Tension load " and " Compression load " are to engineering specifications, generally the best way for that user to clear this failure message is to unlock (
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
page 1 | contents | failure messages | beam review window | top
- R -
Required bolt columns greater than maximum allowed: This failure message applies to shear plate connections , including thru plate connections and single-plate shear connections. It indicates that connection design has already attempted to increase the diameter of connection bolts and the number of rows of connection bolts to the maximum allowed and cannot add a new column of bolts because the additional column would make for more columns than are allowed.
Under most conditions, the maximum number of bolt columns that connection design can employ in a design is 2. See " Try two-bolt-column shear tabs ." However, the user of a full-featured SDS2 program can use connection design locks to specify 3 or even more columns of bolts, and the program will attempt to design a shear plate using that number of columns of bolts.
One possible fix that the user of a full-featured program can employ without increasing the number of columns of bolts is to increase the bolt size. However, since the design routines for shear plates use the list of " Available bolt diameters ," it is likely that the program has already tried the maximum size of bolt that is available on that list.
Another possible fix that the user can employ is to increase the depth of the beam " Section size " to allow more rows of bolts.
Still another possible fix is to lower the " Shear load " and thus allow connection design to create a weaker connection.
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
Required bolt dia. is greater than the maximum available: This applies to single-plate shear connections (shear tabs). It indicates that connection design attempted to find a bolt diameter that it could use, but none was available on Bolt Settings window, under " Available bolt diameters ."
To get an " Input connection type " connection, the user of a full-featured SDS2 program could try entering a larger " NM bolt diameter " on the Beam Review window. The user should not select the diameter on the combo box (
Another way to get connection design to generate a connection is to lower the " Shear load " and thus allow a weaker connection -- with smaller-diameter bolts -- to be designed.
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
Rolled beam moment connection is not supported: You get this message when a rolled beam has a moment connection.
To get the originally specified " Input connection type " moment connection, the user of a full-featured SDS2 program could change the " Rolling operation " to ' Camber annotation ' or ' None '.
To get a non-moment " Input connection type " connection on a rolled beam, the user could change the " Moment type " to ' Non-moment '.
Connection design cannot build moment connections on rolled beams.
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
page 1 | contents | failure messages | beam review window | top
- S -
Safety seat angle design strength fails: This connection failure message indicates that connection design has failed the angle safety seat because it is unable to stand up to the dead weight of the beam. Only two bolts support a system-designed safety seat, so it is most likely that these bolts are the reason for the connection failure. Full-featured SDS2 programs can create safety connections for clip angle , bent plate , end plate or shear connections on wide flange beams framing to a W column web.
To get an " Input connection type " connection, the user of a full-featured SDS2 program might first try to select ' No ' for the " Use a safety erection seat " option under " Connection specifications " on the Beam Review window. If this works, but the user still needs a safety seat, the user could try to "
Or the user could use a lighter " Section size " for the beam and thus decrease its dead weight.
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
SC bolts required for slots or oversize holes: This connection failure message indicates that slip critical bolts are required in a clip angle (leg to the beam web) or single-plate shear connection with slots when there is an axial load (" Tension " or " Compression ") on the beam or on any single-plate shear connection with oversized holes.
To get an " Input connection type " connection, the user of a full-featured SDS2 program needs to select slip critical bolts (e.g. ' A325SC ') as the " NM bolt type to supported ."
Seat strength failure: This applies to beam-to-column beam seats . It is caused when connection design tries to create a seat with a width or length larger than 20 inches (51 mm) or a depth larger than a dimension that depends on the framing situation.
One way for the user of a full-featured SDS2 program to fix this problem is to lower " Shear load " so that the program designs a weaker seat, possibly with a width, length or depth that is below the maximum, thus causing the seat to pass.
Another possible fix is to change the " Input connection type " on this end of the beam to a ' Clip angle connection '.
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
Seismic moment connection only allowed to column flange: A beam-to-column-flange seismic moment connection can be designed -- in a full-featured SDS2 program -- when " Seismic moment frame member " is set to ' Yes ' or, possibly, to ' Automatic ' and " Seismic moment frame type " is set to ' OMF ' or ' IMF ' or ' SMF ' or, possibly, to ' Automatic ' and the left- or right-end " Moment type " is ' Bolted ' or ' Welded '. ' SMF ' or ' IMF ' seismic moment connections can be designed when the " Connection design method " is any LRFD edition. ' OMF ' seismic moment connections can be designed for LRFD and ASD editions.
Connection design cannot create a seismic moment connection for a beam to a column web. Rotating the column -- in a full-featured SDS2 program -- might get you a connection.
Connection design also does not support seismic beam splice moment connections.
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
Seismic moment connection is not prequalified: A beam-to-column-flange seismic moment connection can be designed -- in a full-featured SDS2 program -- when " Seismic moment frame member " is set to ' Yes ' or, possibly, to ' Automatic ' and " Seismic moment frame type " is set to ' OMF ' or ' IMF ' or ' SMF ' or, possibly, to ' Automatic ' and the left- or right-end " Moment type " is ' Bolted ' or ' Welded '. ' SMF ' or ' IMF ' seismic moment connections can be designed when the " Connection design method " is any LRFD edition. ' OMF ' seismic moment connections can be designed for LRFD and ASD editions.
This connection failure message is emitted when you specify a moment connection that is not prequalified per AISC 358 for an SMF (special moment frame) or IMF (intermediate moment frame).
Setting the beam's " Input connection type " to ' Shear ' might clear this failure message.
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
Shear and bending interaction fails at the notch: This applies when the " Connection design method " is ' EUROCODE 3 ' or ' EUROCODE 3 UK '. It applies to non-moment end plate connections and single-plate shear connections on a wide flange beam that is coped at the top (or at both the top and the bottom), presumably so that the beam can frame to the web of another wide flange beam. It indicates that the coped beam section (on this beam) is not strong enough to stand up to the " Shear load ."
To get the originally specified " Input connection type " without changing the framing condition, the user of a full-featured SDS2 program could change this beam's " Section size " to a wide flange with a thicker web or use a stronger " Steel grade ." Or the user could lower the " Shear load " on this end of the beam to permit connection design to create a weaker connection.
Changing the specified " Input connection type " to ' Clip angle ' and specifying " If required " for " Create web doublers " is a possible way for the user of a full-featured SDS2 program to get a connection using the originally specified load and beam section size.
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
Shear plate buckling strength exceeded: This failure message applies to shear plate connections. You can get a single-plate shear connection as a beam-to-beam connection or a beam-to-column connection when ' Shear ' is the " Input connection type " and ' Plate ' is the " Material type ." The message indicates that the shear plate buckling strength has been exceeded for the axial and shear load that has been applied to this end of the supported member (this beam).
The connection failure message may be generated due to a value that the user of a full-featured SDS2 program has entered to the locked (
Assuming that this beam's " Shear load " and " Tension load " are to engineering specifications, generally the best way for that user to clear this failure message is to unlock (
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
Shear plate flexure strength exceeded: This failure message applies to shear plate connections. You can get a single-plate shear connection as a beam-to-beam connection or a beam-to-column connection when ' Shear ' is the " Input connection type " and ' Plate ' is the " Material type ." The message indicates that, when considering eccentricity of load, the shear capacity of the shear plate is exceeded.
The connection failure message may be generated due to a value that the user of a full-featured SDS2 program has entered to the locked (
Assuming that this beam's " Shear load " and " Tension load " and " Compression load " are to engineering specifications, generally the best way for that user to clear this failure message is to unlock (
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
Shear plate grade must be S275 or S355: This applies when the " Connection design method " is ' EUROCODE 3 ' or ' EUROCODE 3 UK '. It indicates that connection design cannot create a shear plate connection because the steel grade used for the plate is not S275 or S355.
To fix this problem for an individual shear plate, the user of a full-featured SDS2 program could change the " Shear plate grade " to ' S275 ' or ' S355 ' on the Beam Review window. The setup option that sets the default for all shear plates (when " Shear plate grade " is set to ' Auto ') is the " Plate material grade " under the " Shear Plates " tab in the Plates setup window.
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
Shear tab material max Fy = 50 ksi; 344 MPa: This applies to single-plate shear connections (shear tab connections).
To get an " Input connection type " shear tab connection, the steel must have a yield strength less than or equal to 50 ksi (344 MPa). The yield strength ( Fy value) of steel grades for plate material is set at Home > Project Settings > Job > Steel Grade - Plates . To fix this problem, the user of a full-featured SDS2 program can change the " Plate material grade " to a grade with the required Fy value. This is under the " Shear plates " tab on the Preferred Plate Sizes setup window.
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
Shear tab max. bolt diameter is 1 1/8 inch; 28 mm: No longer applies!
The maximum bolt diameter restriction has been lifted for single-plate shear connections (shear tabs).
To enable connection design to properly design shear tabs for bolt diameters that are larger than 1 1/8 inch (28 mm), the user of a full-featured SDS2 program should make appropriate entries to " Bolt spacings " setup in Connection Detailing/Fabricator Options .
Shear/Tension/Comp load less than minimum required by AS4100: This applies when the " Connection design method " is ' AS4100 '.
The message indicates that the user of a full-featured SDS2 program has entered a " Shear load " or " Tension load " or " Compression load " of less than 40 kN (9 kips imperial). When the " Input connection type " is a choice other than ' Plain end ', any load that the user enters to these fields must be 40 kN or greater, except as described in the next paragraph. To make the message go away, the user needs to enter a load of 40 kN or greater.
For a " Tension load " or " Compression load " that applies to a beam connection that is to be designed for axial loading, a minimum load of 40 kN is required. If the connection is not to be designed for axial loading, the user can enter a value of ' 0 '.
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
Shear/Tension/Comp load less than minimum required by ASD9: This applies when the " Connection design method " is ' ASD9 '.
The message indicates that the user of a full-featured SDS2 program has entered a " Shear load " or " Tension load " or " Compression load " of less than 6 kips (26.7 kN metric). When the " Input connection type " is a choice other than ' Plain end ', any load entered to these fields must be 6 kips or greater, except as described in the next paragraph.
For a " Tension load " or " Compression load " that applies to a beam connection that is to be designed for axial loading, a minimum load of 6 kips is required. If the connection is not to be designed for axial loading, the user can enter a value of ' 0 '.
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
Shear/Tension/Comp load less than minimum required by LRFD3: This applies when the " Connection design method " is ' LRFD 3 ' and the designed connection is a beam splice plate .
The message indicates that a user has entered a " Shear load " of less than 10 kips (44.4 kN metric).
To clear this failure message and get a connection, a user of a full-featured SDS2 program could enter a larger " Shear load " or check the box for "
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
Skew-hole clip angle geometry or design fails: This message applies to a clip angle on a sloping beam when the option to " Skew holes in angle " is checked. It indicates that connection design attempted to square cut the end of the beam and skew the holes on the leg of the clip angle that bolts to the beam web, but the connection failed due to the angle leg not being long enough.
Possible ways for the user of a full-featured SDS2 program to get an " Input connection type " connection are to deselect the option to " Skew holes in angle ," thus causing connection design to bevel cut the beam instead of skewing the holes. Or the user could use a larger angle (see clip angle configurations ). Or the user could lower the " Shear load " and thus design a weaker connection with fewer rows of bolts.
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
Sloping moment connection is not supported: Applies to a moment connection with flange angles .
To get an " Input connection type " moment connection with flange angles, the user of a full-featured SDS2 program needs to change the " End elevation " on one end of the beam so that it is perpendicular to the column. Or the user can get a moment connection of a different type and keep the beam sloping with respect to the column by changing the " Connection material " to ' Plate ' or the " Moment type " to ' Welded '.
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
Note: All other types of moment connections can be designed at angles to a column of up to 30 degrees.
Slender col wall - not valid for a shear tab conn: You get this message when a single-plate shear connection (shear tab connection) connects to a HSS round or HSS rectangular column, or to a wide flange column if there is no member on the opposite side. If the ratio b/t (depth - 2*k / tw) of the supporting column is greater than that allowed, connection design fails the connection.
| Design Method | Specification |
| ASD 9th Edition | Table B5.1 |
| ASD/LRFD | Table B4.1 and Fig. C-B5.1 |
| Australian | Table 5.2 |
| Canadian | Table 1 |
| Eurocode | Design guide "Simple Joints to Eurocode 3," p 102 |
A possible way for the user of a full-featured SDS2 program to get the originally specified " Input connection type "' in this situation is to select a different " Section size " on the column. In other words, the user could select an HSS section with a thicker wall, or select a wide flange section with a thicker web. Or the user could keep the wall thickness or web thickness the same and select a section that is less deep. Or the user could use a stronger " Steel grade " for the column. For an HSS rectangular column, the user can set the Beam window's shear plate "
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
Sloping seat design is not supported: You get this message when the " Seat material " for a beam seat on a sloping beam is ' Tee ' or ' Unstiffened L ' or ' Stiffened L '. It also applies when the beam is not sloping, but the column slopes.
To get a ' System ' sloping seat connection, the user of a full-featured SDS2 program needs to change the " Seat material " to ' Plate '.
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
Stagger interference cannot be changed due to locks: This applies when the connection on this beam (the supported beam) encounters interference from a connection on a different member, but the program is unable to stagger the bolts due to connection design locks applied to this connection. The connection failure message is generated during the " Framing situations " checking phase of Process.
In a full-featured SDS2 program , a possible fix for this problem is for the user of that program to try unlocking (
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
Standard round holes required for shear plate conn: This applies when the " Connection design method " is ' EUROCODE 3 ' or ' EUROCODE 3 UK '. The design guide Simple Joints to Eurocode 3 specifies that standard round holes be used for single-plate shear connections .
To fix this problem, the user of a full-featured SDS2 program could change the " Standard hole type " that is specified in Standard Shear Plate Settings to be ' Standard round '. The user of a full-featured SDS2 program also has the capability to change a specific connection's " Hole type " connection design lock.
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
Stiffener opposite and other connection interfere: This failure message applies to a beam-to-beam framing situation where " Stiffener opposite " is checked on this beam (the supported beam) and there is interference from another connection. For example, that other connection might be a transverse beam stiffener generated for a column framing to (above or below) the supporting beam (see " Design transverse stiffeners for base/cap plate connection "). The connection failure message is generated during the " Framing situations " checking phase of Process when the program is unable to reconcile the two connections due to connection design locks in one or both of the connections.
In a full-featured SDS2 program , a possible fix for the particular problem described above is to unlock (
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
Supporting member oriented with web horizontal: This message results when this beam (the supported beam) frames to a beam (the supporting member) whose main material is oriented web horizontal. A beam has a horizontal web when ' 90 ' is selected as its " Beam rotation ."
Full-featured SDS2 programs cannot design an " Input connection type " connection on a beam framing to a beam with web horizontal main material. To stop getting this connection failure message for such a framing condition, the user of a full-featured SDS2 program needs to change the " Input connection type " on the supported beam to ' Plain end ' and design a connection using material modeling operations.
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
Supporting web/flg overstressed by axial load: This message applies to clip angle or end plate or single-plate shear (shear tab) connections. These connections will not be designed (in a full-featured SDS2 program ) if the axial load is too high.
The problem here is not due to the connection materials that are used, but rather to stress on the supporting member's web or flange. Web doublers or flange stiffeners could be added to strengthen the supporting member.
To get the originally specified " Input connection type ," the user of a full-featured SDS2 program could lower the " Tension load " or " Compression load ," thus causing connection design to build a weaker connection. Or the user could use a stronger supporting member section size. For an end plate connection to a flange, switching the " Gage " from ' Wide ' to ' Narrow '. may relieve some of the stress on the supporting member's flange and get a connection. For a clip angle connection, the user could also try a narrower " Gage ."
For a clip angle connection to a beam or column web, the user may be able to turn off the design check that caused this failure message by setting " Check supporting member for axial load " to ' Never '. For an end plate connection, the user can set " Check supporting member for axial load " to ' Never '.
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
Suitable plate thickness not found: Applies to connection plates when the box is checked for " Use miscellaneous plates list " on the Beam Review window. It indicates that connection design has determined that a plate of a particular thickness is required for the connection, but such a plate (or a slightly thicker plate) is not on the " Plates " list in Standard Fabricator Connections.
To get an " Input connection type " connection, the user of a full-featured SDS2 program first needs to add a suitable plate to the " Plates " list. Or the user can uncheck the box for " Use miscellaneous plates list ." Or the user can remove all entries from the " Plates " list.
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
page 1 | contents | failure messages | beam review window | top
- T -
Top of beam elevations are not the same: This applies to beam-to-beam splice plate connections . An " Input connection type " beam splice connection cannot be created for beams at different elevations.
In all likelihood, no other type of " Input connection type " will work in this case. Therefore, the only way for the user of a full-featured SDS2 program to get an " Input connection type " connection in this case is to make the " End elevation " the same for both beams.
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
Top of plate less than reqd minimum: This connection failure message may apply to any of the following locks in any of the following sets of connection design locks:
| Name of Leaf | Connection Design Lock |
| " NS Clip " " FS Clip " | " Top of angle " |
| " Bent Plate " | " Top of bent plate " |
|
" End Plate "
(non-moment) |
" Top of plate " |
| " Shear Tab " | " Top of plate " |
The message indicates that the user has entered a distance that would result in the connection material infringing on the k distance. See " Amount of allowable k infringement ."
For example, too small of a distance may have been entered to " Top of angle " in the "
To clear this failure message and get a connection, a user of a full-featured SDS2 program could enter a different distance, or that user could unlock (
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
Tying resistance of beam web fails: This applies when the " Connection design method " is ' EUROCODE 3 ' or ' EUROCODE 3 UK '. It applies to non-moment end plate connections on wide flange beams.
To get the originally specified " Input connection type " to stand up to the applied " Tension load ," the user of a full-featured SDS2 program could change this beam's " Section size " to a wide flange with a thicker web or use a stronger " Steel grade ."
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
page 1 | contents | failure messages | beam review window | top
- U -
Unsupported connection type: You get this message when connection design is unable to generate the currently entered " Input connection type ," usually because of this beam's framing situation.
This message appears, for instance, if the user of a full-featured SDS2 program tried to apply a ' Seated beam ' connection on the end of a skewed tube beam. It also appears for a sloping shear moment connection to a tube column. The user should review the 3D model to evaluate the framing situation that has caused this message. To get a designed connection, the use may need to select a different " Input connection type " or change the framing situation.
If the work points of the beam were improperly placed, thus resulting in a framing situation problem, the user could try to Move the beam's end (
For a failed bent plate-to-column connection, checking the box for "
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
User entered loads at splice must match: You may get this message on a beam that has a beam splice plate with or without moment flange splice plates . The message indicates that the opposing beam being spliced has a different (non-matching) user-entered " Shear load " or " Moment load ."
The user of a full-featured SDS2 program may be able to get connection design to create a connection by using any of the following fixes, all of which are means for specifying equal loads on the two beams:
Where load = " Shear load " or " Moment load ."
Fix 1: Set the load on each of the two spliced beam ends to "
Fix 2: Keep the load on both beams user-entered ("
Fix 3: Keep the load on one of the beams user-entered ("
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
User entered setbacks are not valid: You may get this connection failure message for an end plate connection when the difference between a user-entered " Input material setback " and " Input minus dimension " is a value other than the thickness of the end plate. Since connection design does not know which value to use, the program fails the connection with this message.
One possible fix that the user of a full-featured SDS2 program might employ is to keep the " Input material setback " at its current value, then switch to " Automatic minus dimension " to have the program automatically calculate the minus dimension for you.
Another possible fix is for the user to keep the " Input minus dimension " at its current value while switching to " Automatic material setback ." The full-featured SDS2 program program will then automatically calculate the material setback.
Still another possible fix is for the user to change the values entered so that the " Input minus dimension " plus the thickness of the end plate add up to the " Input material setback ."
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
User slot length is larger than maximum allowed: This error message may occur on any system (non-user) beam connection whose " Hole type " is ' User slot 1 '. or ' User slot 2 '..
The maximum slot length that connection design allows is based on the long-slot length in Table J3.3 or Table J3.3M in section J3 on page 16.1-105 of the AISC Steel Construction Manual, Thirteenth Edition .
Example: Standard practice for your current Job is to set the " NM bolt diameter " for beam connections to ' 3/4 '. inch. On the Standard Shear Plate setup window, the user of a full-featured SDS2 program enters a " Standard hole type " of ' User slot 1 '.. In the User Slot Lengths setup window, for " 3/4 " inch bolts, the " Slot #1 " length is ' 2 ' inches. Since 2 inches is larger than the 1 7/8 inch maximum for 3/4 bolts (from Table J3.3), the next shear plate connection that is designed per these setup values will fail.
Possible fixes: The user of a full-featured SDS2 program could change the offending entry in the User Slot Lengths setup window to a length that is less than or equal to the maximum specified in Table J3.3 or Table J3.3M. If the user wants to keep that setup length as it is, the user will instead need to change the standard fabricator connections " Hole type " to a different type, such as ' Short slot '..
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
page 1 | contents | failure messages | beam review window | top
- V -
Variable row spacing specifies too many rows: This connection failure message can be generated when a user has entered variable row spacing to " Vertical hole spacing " in leaves named " Shear Tab " " Bent Plate " " End Plate " or " NS/FS Clip ."
| The Final Variable Hole Spacing Example Results in a Connection Failure | ||
| Rows | Spacing | Result |
| 5 | 3,5,3,3 | 4 spaces at 3", 5", 3" and 3" |
| 5 | 3,5,2@3 | 4 spaces at 3", 5", 3" and 3" |
| 5 | 3,5,3 |
4 spaces at 3", 5", 3" and 3"
(the program repeats the last value -- 3 -- to fill the spaces that are required for the specified number of rows) |
| 5 | 3,5,3,3,2,3 | => CONNECTION FAILURE <= |
The message indicates that the number of " Rows " that is entered is less than the number of rows that are specified by the variable spacing entry made to " Vertical hole spacing ."
To clear this failure message and get a connection, a user of a full-featured SDS2 program could enter a " Vertical hole spacing " that requires fewer holes. Alternatively, the user could unlock (
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
Valid connection gage: 5.5 - 7.5 in; 138 - 192 mm: This applies to end plate connections.
The distance entered in End Plate Settings to " Center to center holes, wide gage " must be between 5 1/2 and 7 1/2 inches (138 and 192 mm) in order for an end plate to be designed.
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
page 1 | contents | failure messages | beam review window | top
- W -
Web dblr. length exceeds 2 * beam depth: You get this message when connection design creates web doublers in order to compensate for copes in the material that were made in order to make the connection fit. If the load on this end of the beam causes connection design to attempt to create a web doubler greater than two times the beam depth, then the connection will fail and this message will appear on the Beam Review window.
Possible ways for the user of a full-featured SDS2 program to get an " Input connection type " connection are to lower the " Shear load " and thus create a weaker connection or to use stronger materials (" Section size ," " NM bolt diameter ").
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
Web doublers not supported for sloped beams: You get this message when connection design has attempted to make a connection work by designing web doublers. However, since connection design does not support web doublers for sloped beams, the connection fails.
A possible fix is for the user of a full-featured SDS2 program to lower the " Shear load " so that the connection is weaker and therefore there is no need for connection design to add web doublers.
Another possible solution is to force the connection , then interactively apply web doublers using material modeling operations in Modeling .
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
Welded doublers will not fit into beam web: This message is generated when, in order to compensate for a cope, connection design tries to fit welded doublers into the web, but the connection is too deep.
If the " Input connection type " is a ' Clip angle ', the user of a full-featured SDS2 program could try to check the box for " Replace doubler with larger clip ." Tip: The user needs to make sure that there are angles in the Preferred Angle Sizes list.
Other possible ways for the use to get the originally specified " Input connection type " are to choose a beam " Section size " with a thicker web, change the " Steel grade " to a steel with higher yield strength, or to lower the " Shear load ."
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
Web doubler thickness exceeds 2 * tw: You get this message when, in order to compensate for a cope that fails, connection design tries to create a web doubler, but the thickness of the web doubler must be greater than twice the web thickness of the beam in order to support the calculated load.
Possible ways for the user of a full-featured SDS2 program to get an " Input connection type " connection are to specify a beam " Section size " with a heavier web, to lower the " Shear load " or to specify a " Steel grade " with higher yield strength or to change the " Input connection type ."
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
Web projection above clip is too small for weld: You get this message when, because of the load, connection design must use a weld size that is greater than can be supported by the allowable amount of exposed web above the clip angle.
One way for the user of a full-featured SDS2 program to get an " Input connection type " connection in this situation is to increase the distance entered to " Exposed web at ends of welded clip angles " in Clip Angle Settings . An alternative fix is for the user to use connection design locks to lower the clip angle or decrease the depth of the cope (if there is one).
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
Web weld strength exceeded: This end connection failure message can apply when the beam end's " Input connection type " is ' End plate ' or ' Bent plate ' or ' Clip angle ' and that same end's " Moment type " is set to ' Non-moment '.
The connection failure message may be generated due to a user-made entry to the locked (
Assuming that the beam's " Shear load " is to engineering specifications, generally the best way to clear this failure message is for the user of a full-featured SDS2 program to unlock (
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
Weld is greater than maximum: You get this message when, because of the load, connection design has created a weld that is greater than the beam web will support.
Possible ways for the user of a full-featured SDS2 program to get an " Input connection type " connection are to specify a beam " Section size " with a heavier web, or to lower the " Shear load ," or to change the connection from welded to bolted, or to change the " Input connection type ."
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
Weld strength to supporting member exceeded: This connection failure message may apply when the beam end's " Input connection type " is ' Shear ' or ' Clip angle ' or ' Seated '. For it to apply to a clip angle, the clip angle's " Attachment to supporting " must be ' Welded '.
The connection failure message may be generated due to a value that the user of a full-featured SDS2 program has entered to the locked (
Assuming that the beam's " Shear load " is to engineering specifications, generally the best way for that user to clear this failure message is to unlock (
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
Work point not at center of column: This applies to any type of beam-to-column moment connection and also may apply to any connection on a beam to a HSS round (pipe) or HSS rectangular (tube) column. Connection design can generate a connection on a beam that is offset laterally from the center of a tube column, but not if the beam is skewed. The work line of a column is the column's center of gravity (its neutral axis). The beam's work point must be on the workline of the column.
To get an " Input connection type " connection, the user of a full-featured SDS2 program could try to Move the beam's end (
Before attempting to fix this connection, the user of the full-featured SDS2 program should read and understand the relevant warnings .
page 1 | contents | failure messages | beam review window | top