Vertical Brace End Connection Failure Messages ( Modeling )
Messages listed in alphabetical order :
| A | B | C | E | F | G | H | I | L |
| M | N | O | P | S | T | U | V | W |
page 1 | contents | failure messages | vertical brace edit
Where/when/why these error messages appear :
When you open a Vertical Brace Edit window after connection design has failed an " Input connection type " connection on the left or right end of the vertical brace, you will find a connection design error message such as the following:
| Gusset extends past the end of the member |
The message is displayed on the left half of the Vertical Brace Edit window if it applies to the connection on the left end of the vertical brace. The message tells you why connection design failed the connection. Understanding the message can help you to determine what steps you need to take in order to create the connection you want.
page 1 | contents | failure messages | vertical brace edit | top
Changing connection design locks or other setting on a Vertical Brace Edit window triggers process on the fly . When adjusting member edit window settings to "fix" a connection, please heed the following warnings.
Warning 1: Users should enter loads (" Tension 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 SDS2 programs 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 costs, clearance problems, delays, etc. For many projects, materials may have already been ordered at the time connections are being designed.
Warning 3: Creating graphical connections is a method that users of SDS2 programs can almost always use to get around connection failures. Make sure that each graphical connection is approved by a qualified designer before its drawing is sent to the fabrication shop.
Warning 4: Fixing connection failures may, in some cases, involve making changes to Job/Fabricator Option files. Use great caution when you make such changes and always be prepared to later undo those changes. To apply such changes, a good procedure is to Mark for Processing any members that you want changed, then Process and Create Solids .
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 -- and this is especially true of braces since nothing is ever done to them during the frame checking phase of Processing . In addition, the Connection Design Calculations or Expanded Connection Design Calculations Report should be reviewed by a qualified engineer. To check for material interference problems, a Clash Report can help.
page 1 | contents | failure messages | vertical brace edit | top
- A -
Acceptable brace section sizes: W6 thru W30: A wide flange vertical brace must use a " Section size " between W6 and W30. Otherwise the design of the gusset plate will fail.
To get the originally specified " Input connection type " connection, try changing the " Section size " of the vertical brace.
Before attempting to fix this connection, see the warnings .
All 3 braces must have the same material type: You get this message when connection design fails a shared gusset for three braces because the " Section size " for at least one of the vertical braces is a wide flange or tube or W tee brace with a " Stem orientation " of ' Vertical '.
Connection design can create shared gussets for a combination of angle or channel or W tee braces (stem horizontal), but does not let you mix wide flange or tube or stem vertical W tee braces with other material types.
To get the originally specified " Input connection type " connection, try changing the " Section size " so that each of the three braces are the same type (wide flange or tube or stem vertical W tee) or so that none of the three braces are wide flanges or tubes or stem vertical W tees.
Before attempting to fix this connection, see the warnings .
page 1 | contents | failure messages | vertical brace edit | top
- B -
Base/Cap plate bolts interfere with brace connection: You can get this connection failure message when a vertical brace frames to a column with an auto base/cap plate and that column plate has a bolt group that is exterior to the column flange that the brace frames to.
This framing condition is very specific but not uncommon. The column must be a wide flange, welded plate wide flange or S shape column whose web is parallel with the beam. The flanges of the column are perpendicular to the beam. The connection design locks for this connection are contained in leaves named "
Column Plate " (on the Column Edit window) and "
The connection failure message indicates that connection design cannot generate a gusset plate to the auto base/cap plate and flange of the column because locks that are set in the "
To fix this problem, you need to set specific locks in the "
) so that the bolt group outside of the flange of the column that the vertical brace frames to does not have any rows of bolts. The rows of bolts should then be controlled by the "
If doing the above does not clear the failure message, try setting the " Input connection type " for the appropriate ends on the vertical brace and column edit windows to ' Plain end ', then set the " Input connection type " back to ' Auto base/cap plate ' (on the column) and ' Vbrc plate ' (on the vertical brace). You should, at this point, have a connection, and you can use the "
Before attempting to fix this connection, see the warnings .
Base/cap plate net shear strength exceeded: This failure message applies when the " Input connection type " is ' Vbrc plate ' or ' User defined ', and the vertical brace frames to a column whose " Input connection type " is ' Auto base/cap plate '. A flanged beam must run continuous over or under the end of the column to which the auto base/cap plate is applied. This message may be generated for any " Connection design method ." The failure message indicates that the net shear strength of the auto base/cap plate is exceeded.
The connection failure message may be generated due to a user-made entry to the locked (
) fields " Rows of bolts " and/or " Bolt diameter " in the "
Assuming that the vertical brace end's " Tension load " and " Compression load " are to engineering specifications, generally the best way to clear this failure message is to unlock (
Before attempting to fix this connection, see the warnings .
Beam flange is coped at gusset weld: You get this connection failure message when a vertical brace frames to a beam whose flange has been coped. For example, connection design copes the bottom flange of a wide flange beam with a shear tab connection framing to the web of a wide flange column in order to allow the beam to be erectable at the construction site. This message indicates that there is not enough of the flange left on the beam to weld the gusset plate to.
This is a problem with the geometry of the connection which requires that you assess the situation in the 3D model. Before attempting to fix this connection, see the warnings .
Bolt bearing strength on conn./supported member exceeded: This failure message applies when the " Input connection type "is ' Vbrc plate ' or ' User defined ' and " Gusset to supporting member " is ' Clip angle '. It may also apply to shear plate gusset-to-column connections in vertical brace to beam & column framing situations. It may be generated for any " Connection design method ." The failure occurs when the bolt bearing strength is exceeded on the gusset plate or the angle leg or the shear plate.
| Framing Situation | Leaf Containing Relevant Locks |
| vertical brace to beam | NS/FS Clip Conn2 |
| vertical brace to column | NS/FS Clip Conn2 |
| vertical brace to beam & column | NS/FS Clip Conn2 , Shear Tab |
| vertical brace 2-point, to a beam | NS/FS Clip Conn2 |
| vertical brace 2-point, to a column | NS/FS Clip Conn2 |
The connection failure message may be generated due to a user-made entry to the locked (
Assuming that the vertical brace's " Tension load " and " Compression load " are to engineering specifications, generally the best way to clear this failure message is to unlock (
Before attempting to fix this connection, see the warnings .
Bolt bearing strength on OSL/Supporting member exceeded: This failure message applies when the " Input connection type " is ' Vbrc plate ' or ' User defined ' and " Gusset to supporting member " is ' Clip angle '. It may also apply to end plate gusset-to-column connections in vertical brace to beam & column framing situations. It may be generated for any " Connection design method ." The failure occurs when the bolt bearing strength is exceeded on the supporting member or the angle leg to the supporting member or on the end plate.
| Framing Situation | Leaf Containing Relevant Locks |
| vertical brace to beam | NS/FS Clip Conn2 |
| vertical brace to column | NS/FS Clip Conn2 |
| vertical brace to beam & column | NS/FS Clip Conn2 , End Plate |
| vertical brace 2-point, to a beam | NS/FS Clip Conn2 |
| vertical brace 2-point, to a column | NS/FS Clip Conn2 |
The connection failure message may be generated due to a user-made entry to the locked (
Assuming that the vertical brace's " Tension load " and " Compression load " are to engineering specifications, generally the best way to clear this failure message is to unlock (
Before attempting to fix this connection, see the warnings .
Bolt bearing strength on gusset/connection exceeded: This failure message applies when the " Input connection type "is ' Vbrc plate ' or ' User defined ', and " Gusset to supporting member " is ' Clip angle '. It may be generated for any " Connection design method ." The failure occurs when bearing on either the gusset or the clip angle exceeds the limit.
| Framing Situation | Leaf Containing Relevant Locks |
| vertical brace to beam | NS/FS Clip Conn2 |
| vertical brace to column | NS/FS Clip Conn2 |
| vertical brace to beam & column | NS/FS Clip Conn2 |
| vertical brace 2- or 3-point, to a beam | NS/FS Clip Conn2 |
| vertical brace 2- or 3-point, to a column | NS/FS Clip Conn2 |
The connection failure message may be generated due to a user-made entry to the locked (
Assuming that the vertical brace end's " Tension load " and " Compression load " are to engineering specifications, generally the best way to clear this failure message is to unlock (
Before attempting to fix this connection, see the warnings .
Bolt dia. too large for member or sprt member flange: This applies to the brace-to-gusset bolts on angle , tee , channel and wide flange vertical braces. Connection design checks the edge distance and the bolt clearance. If it determines that the brace-to-gusset bolts are too large in diameter for the brace, the connection fails, and you get this message.
To get the originally specified " Input connection type " connection, try entering a smaller " NM bolt diameter or changing the " NM bolt type " to hex bolts (instead of TC bolts). If that doesn't work, you'll probably need to enter a larger brace " Section size ."
Before attempting to fix this connection, see the warnings .
Bolt shear strength exceeded: This connection failure message can apply to any vertical brace end's " 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 Vertical Brace Edit window due to a user-made entry to locked (
Assuming that the vertical brace's " Tension load " and " Compression load " and other parameters are to engineering specifications, generally the best way to clear this failure message is to unlock (
Before attempting to fix this connection, see the warnings .
Both braces must be either on/off the neutral axis: This message applies to angle and double-angle vertical braces that frame opposite to one another at a brace intersection plate . It indicates that the two braces have different " Locate on neutral axis " settings.
To get the originally specified " Input connection type " connection, change the " Locate on neutral axis " setting for one of the braces so that it matches the setting for the brace that is opposite to it on the intersection plate.
Before attempting to fix this connection, see the warnings .
Both braces must be wide flg sections: You get this message when connection design is unable to design a shared gusset for wide flange vertical braces because one of the vertical braces is not made of wide flange material.
To get the originally specified " Input connection type " connection, change the " Section size " on one brace to a wide flange , or to change the " Section size " on the other brace so that it is not a wide flange.
Before attempting to fix this connection, see the warnings .
Both braces must have the same material type: You get this message when connection design is unable to create a shared gusset or intersection plate because the braces are different material types. In the case of an intersection plate, all three braces have to be the same material type.
You will need to change the " Section Size " of one or all of the braces so that they are made of the same material.
L , C , W , HSS rectangular (tube), HSS round (pipe) and WT are acceptable shapes for which connection design is able to generate an " Input connection type " connection on a vertical brace.
Click here for an example of intersecting vertical braces of different material types to a wide flange vertical brace.
Before attempting to fix this connection, see the warnings .
Brace conn. will not fit in beam web: You get this message for a vertical brace framing into a beam web. If the beam is not deep enough, connection design cannot generate a gusset plate on this end of the brace.
Connection design will have already determined that it is unable to design a ' Welded ' connection for the " Gusset to supporting member ," so that is not a solution.
To get the originally specified " Input connection type " connection, you can change the beam " Section size " to give the brace more room or, in some cases, you may be able to relocate the brace with respect to the beam.
Another possible solution is to lower the governing "
Before attempting to fix this connection, see the warnings .
Brace connections cannot have 0.0 tension loads: You get this message when the brace's " Tension load " has been reduced to 0.
To try and get the original connection, try increasing the " Tension load " for that end to above 0.
Brace gross compression strength fails: You get this connection failure message when connection design cannot create a connection because compression causes failure of the brace.
The problem here is not with the connection, but rather with the vertical brace itself. Possible ways to get the originally specified " Input connection type " connection are to input a stronger brace " Section Size ," or to lower the " Compression load " on the brace.
Before attempting to fix this connection, see the warnings .
Brace gross tension strength fails: You get this message when connection design cannot create a gusset plate because the brace material itself is not strong enough to not stand up to the tension that is applied to the brace.
One way to get the originally specified " Input connection type " connection is to change to a different brace material (e.g. if it's a brace of single angle material, you might change to " Double Material "; if it's made of W tee material, you might use a heavier tee " Section size "). Another way is to lower the " Tension load " and thus allow the brace to be as weak as it currently is.
Before attempting to fix this connection, see the warnings .
Brace net tension strength fails: You get this message when connection design cannot create a gusset plate because the brace material, including the holes, is not strong enough to stand up to the tension that is applied to the brace.
One way to get the originally specified " Input connection type " connection is to change to a different brace material (e.g. if it's a brace of single angle material, you might change to " Double material "; if it's made of W tee material, you might use a heavier tee " Section size "). For an HSS brace, use a section size with a heavier wall thickness. Another way is to lower the " Tension load " and thus allow the brace to be as weak as it currently is.
On an HSS brace with a small " Section size ," the size of the gusset-insertion slot may cause net tension failure. You can make the slot more narrow by decreasing the " Minimum gusset thickness ." Also, locking the " Plate thickness " in the "
Before attempting to fix this connection, see the warnings .
Braces must be colinear: You get this message for angle and double-angle and HSS vertical braces that frame opposite to one another at a brace intersection plate . It indicates that the worklines (stick form lines) of the two braces are not in alignment.
To evaluate the misalignment of the two braces, use EXPT to locate a construction line that passes through the work points of one of the opposing vertical brace. Then do the same for the opposite vertical brace. You will see that the construction lines (and therefore the two vertical braces) do not line up (are not colinear).
To fix this problem, you may be able to change the " End elevation " of one of the vertical braces so that it is colinear with the opposite vertical brace. If that doesn't work, you can use Move/Stretch Members or Move/Stretch Members, Include Material to repair the problem. Or you may have to Erase the member then Add a new vertical brace.
Before attempting to fix this connection, see the warnings .
Braces must have same HSS column reinforcement type: This connection failure message applies to vertical braces with 2-point or 3-point shared gusset plates.
The message indicates that the ends of the braces that share the gusset plate have different settings for the connection specification " Use HSS column reinforcement plate ."
To clear this failure message and get a connection, the same choice needs to be made to " Use HSS column reinforcement plate " on each of the braces that share the gusset plate.
Before attempting to fix this connection, see the warnings .
Brace web plate width greater than maximum allowed: You can get this connection failure message when the vertical brace " Section size " is a wide flange, its " Input connection type " is ' VBrc plate ' or ' User defined ', and connection design cannot design web plates due to the " Section size " being insufficiently deep.
You might, for example, get this failure message because the " Web connection type " in "
If you want to keep the " Web connection type " set to ' Web plates ', entering a deeper " Section size " may provide connection design sufficient space to design a web plate that is sufficiently wide.
Before attempting to fix this connection, see the warnings .
page 1 | contents | failure messages | vertical brace edit | top
- C -
Calculated minus dim larger than member length: This connection failure message indicates that an entry made to a connection design lock on the brace would result in the " Automatic minus dimension " being larger than the member length, which is a physical impossibility that cannot be accurately modeled.
A possible fix that will make the connection failure message go away is to unlock (
Another possible fix is to keep the lock (
Before attempting to fix this connection, see the warnings .
Cannot complete connection design: This connection failure message may apply to many different situations.
Ways to diagnose the problem are to review the 3D model, generate a Connection Design Calculations report, or generate an Expanded Connection Design Calculations report and evaluate which formulas apply to the situation.
Before attempting to fix this connection, see the 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 can be specified under the " End preparations " leaf on a member edit window.
|
 cope operations
|
To clear this failure message, you 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 you do not clear this failure message, connection design will still cope the top and bottom flanges. However, the " Moment connection web setback " that you have entered will not be applied. That entry will still be shown on the member edit window, accompanied by this failure message as an indication that the user-entered distance has not been applied. On the Rolled Section Material window, the " Moment connection web setback " will be ' 0 ' since zero will be the actual, applied setback.
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 you can apply a cope weld end operation.
|
cope weld operations
|
To clear this failure message, you need to enter ' 0 ' to " Moment connection web setback " or unlock (
If you do not clear this failure message, connection design will still apply any " Top/bottom flange operation " that you have specified. The entry that you have made to " Moment connection web setback " will still be shown on the member edit window, accompanied by this failure message as an indication that the user-entered distance has not been applied. On the Rolled Section Material window, the " Moment connection web setback " will be ' 0 ' since zero will be the actual, applied setback.
Clevis pin capacity exceeded: This end connection failure message applies to rod bracing. Rod braces may be designed when a round bar is entered as the vertical brace " Section size " and the brace " Input connection type " is ' Vbrc Plate ' or ' User defined '. Connection design locks for rod bracing are found in the " Brace Connection To Gusset " leaf.
A possible reason for this failure is that the " Clevis pin diameter " is locked to a value that will not provide sufficient strength for the connection.
You might also get this failure message because the " Clevis index " (e.g., bottom clevis) is set to a clevis size that does not allow a larger diameter pin, thus resulting in the clevis not having enough capacity for the connection.
Before attempting to fix this connection, see the warnings .
Clevis pin diameter not within the reqd max/min values: This end connection failure message applies to rod bracing. Rod braces may be designed when a round bar is entered as the vertical brace " Section size " and the brace " Input connection type " is ' Vbrc Plate ' or ' User defined '. Connection design locks for rod bracing are found in the " Brace Connection To Gusset " leaf.
This failure message may be emitted when the " Clevis pin diameter " is locked to a value that is greater than the maximum pin diameter that is allowed for the clevis being that is being used. The " Clevis index " (bottom clevis) or " Clevis index " (top clevis) sets the clevis that is used.
Before attempting to fix this connection, see the warnings .
Clevis rod hole diameter not within the reqd max/min values: This end connection failure message applies to rod bracing. Rod braces may be designed when a round bar is entered as the vertical brace " Section size " and the brace " Input connection type " is ' Vbrc Plate ' or ' User defined '. Connection design locks for rod bracing are found in the " Brace Connection To Gusset " leaf.
This failure message may result from the vertical brace " Section size " (round bar) being larger in diameter than the " Max pin diameter " that is specified in the local shape file for the clevis that is being used. The " Clevis index " (bottom clevis) or " Clevis index " (top clevis) sets the clevis that is used.
Before attempting to fix this connection, see the warnings .
Clevis/turnbuckle/clevis pin capacity failure: See the failure message " Clevis/turnbuckle/clevis pin size failure " (below).
This failure message appears only infrequently since connection design automatically attempts to select a different clevis or turnbuckle or it attempts to use a larger-diameter pin whenever it calculates a potential rod brace connection capacity failure.
The fixes that can potentially clear this connection failure message are essentially the same as the steps you might take to clear the " Clevis/turnbuckle/clevis pin size failure " message described below.
Before attempting to fix this connection, see the warnings .
Clevis/turnbuckle/clevis pin size failure: This connection failure message applies to tension-only rod bracing .
| Basis for Capacity Calculations | |
| Clevis | " Capacity " in the local shape file. |
| Turnbuckle | " Capacity " in the local shape file. |
| Clevis pin | " Clevis pin grade " (a connection design lock) |
The message indicates that, in order to compensate for the applied " Tension load ," connection design was forced to increase the size of the connection, but could not find a clevis or turnbuckle that was large enough. The message might also be caused by a user entering a " Pin diameter " for which there is no available clevis in the local shape file.
To clear this failure message and get a connection, a stronger " Clevis pin grade " could be applied, thus giving the connection the capacity to stand up to the applied load without requiring a larger clevis that is not available. If the " Pin diameter " is locked (
Before attempting to fix this connection, see the warnings .
Clip angle/plate weld strength to gusset exceeded: This failure message applies when the " Input connection type " is ' Vbrc plate ' or ' User defined '. The vertical brace gusset may weld directly to the supporting member or it may connect to the supporting member with a clip angle. This message may be generated for any " Connection design method " and applies to virtually all vertical brace framing situations.
The connection failure message may be generated due to a user-made entry to the locked (
Assuming that the " Tension load " and " Compression load " are to engineering specifications and that the " Gusset plate grade " is what you want it to be, probably the best way to clear this failure message is to unlock (
Before attempting to fix this connection, see the warnings .
Clip angle with adequate thickness not available: You get this failure message when connection design is unable to create a gusset plate because it cannot find a heavy enough angle section in the local shape file .
Connection design will have already determined that it is unable to design a ' Welded ' connection for the " Gusset to supporting member ," so that is not a solution.
One possible way to get the originally specified " Input connection type " connection is to add the angle to the local shape file using Shapes Properties . Another possible solution is to use a different section size for the brace or supporting member.
Before attempting to fix this connection, see the warnings .
Column plate dimension too small for gusset weld: You get this failure message when connection design cannot create a gusset plate on a vertical brace gusset plate to column base plate because the base plate does not stick out far enough to enable welding of the gusset to the base plate.
To get the originally specified " Input connection type " connection, apply a larger base plate to the column, probably a User Base/Cap Plate . To determine what size of User Base/Cap Plate you need, you might "
Force " the connection, then view the situation in Modeling . Once you have applied the ' User Base/Cap Plate ' as the " Input connection type " on the Column Edit window, be sure to uncheck "
Force " on the Vertical Brace Edit window.
Before attempting to fix this connection, see the warnings .
Column web yield/crippling strength fails: This failure message applies when the " Input connection type " is ' Vbrc plate ' or ' User defined ', and the vertical brace frames to a column and base/cap plate. It may be generated for any " Connection design method ."
| Vertical Brace to a Column & Base/Cap Plate | |
| brace material / connection | leaf |
| angle, tee, channel | Gusset Column Cap Square |
| HSS, pipe or tube | Gusset Column Cap |
| stem-vertical tee / web plates | Gusset Column Cap |
| wide flange / standard | Gusset Column Cap |
| wide flange / paddle plates | Gusset Column Cap |
| web-horizontal wide flange / claw angles | Gusset Column Cap |
The connection failure message may be generated due to a user-made entry to the locked (
Assuming that the vertical brace end's " Tension load " and " Compression load " and the column " Section size " are to engineering specifications, the best way to clear this failure message is to unlock (
Before attempting to fix this connection, see the warnings .
Combined bolt shear and tension strength exceeded: This connection failure message applies when the vertical brace end's " Input connection type " is ' Vbrc plate ' or ' User defined '. It applies to a vertical brace to a beam & column when the beam connects to the column with a clip angle or an end plate. It may also apply when the column connects to the beam with an auto base/cap plate. It indicates that the combined force of the " Shear load " (from the beam) and the " Compression load " and/or " Tension load " (from the vertical brace) exceed the bolt shear and tension strength of the connection.
| Vertical Brace to a Beam & Column | |
| framing situation | leaf (gusset connection) |
| Beam connects to column with a clip angle. | NS/FS Clip Conn1 |
| Beam connects to column with an end plate. | End Plate |
| Column to beam with an auto base/cap plate. | Cap Plate |
The connection failure message may be generated due to a user-made entry to the locked (
Assuming that the vertical brace's " Tension load " and " Compression load " and the beam's " Shear load " are to engineering specifications, generally the best way to clear this failure message is to unlock (
Before attempting to fix this connection, see the warnings .
Combined gusset stress limit exceeded: This failure message applies when the " Input connection type " is ' Vbrc plate ' or ' User defined ', and the vertical brace gusset plate connects to a beam. For example, it may apply to the framing situations listed below. It may be generated for any " Connection design method ." The failure message indicates that combined forces from the beam and/or braces exceed the gusset plate stress limit.
| Framing situations: | Vertical brace to a beam |
| Vertical brace to a beam & column | |
| 2 & 3 point vertical brace gusset to a beam | |
| Vertical brace to a column & cap plate to a beam |
The connection failure message may be generated due to a user-made entry to the locked (
Assuming that the " Shear load " on the beam and the " Tension load " and " Compression load " on the vertical brace are to engineering specifications, the best way to clear this failure message is to unlock (
Before attempting to fix this connection, see the warnings .
Combined gusset weld stress exceeds limit: This failure message applies when the " Input connection type " is ' Vbrc plate ' or ' User defined ', and two or three braces share the same gusset plate. It may be generated for any " Connection design method ." It indicates that the strength of the gusset plate weld is exceeded due to the combined loads of the two or three vertical braces.
| 2- or 3-Point Vertical Brace Gusset Plate Locks | |
| framing sit | leaves (brace material) |
| To a beam: | Gusset 2 Point Square , Weld Conn2 (angle, tee, channel)
Gusset 2 Point , Weld Conn2 (HSS, pipe, tube) Gusset 2 Point , Weld Conn2 (stem-vertical tee) Gusset 2 Point , Weld Conn2 (wide flange, standard) Gusset 2 Point , Weld Conn2 (wide flange, paddle plates) Gusset 2 Point , Weld Conn2 (web-horizontal wide flange, claw angles) Gusset 2 Point , Weld Conn2 (web-horizontal W, flange gussets) |
| To a column: |
Gusset 2 Point Square, Weld Conn2 (angle, tee, channel)
|
The connection failure message may be generated due to a user-made entry to the locked (
Assuming that the " Tension load " and " Compression load " on the two or three braces are to engineering specifications, the best way to clear this failure message is to unlock (
Before attempting to fix this connection, see the warnings .
Connecting beam has failed connection: This applies when a vertical brace connects to a beam and column (click here , here or here for examples). For such a framing situation, connection design applies the same type of connection (shear plate or end plate or clip angle) to the brace to column that is used for the beam to column. Since the beam has a failed connection, connection design cannot determine what type of connection to use for the vertical brace to the column.
Before connection design can create a gusset plate, you need to get a system connection on the end of the beam. See Beam Connection Failure Messages .
Before attempting to fix this connection, see the warnings .
Connection to cruciform web not allowed: A skewed connection to a cruciform column is permitted. However, the work line of the supported vertical brace must be aligned to permit a connection to the cruciform column flange.
This failure message is emitted when this vertical brace (the vertical brace on whose edit window this failure message appears) frames to a cruciform column web.
Since this failure message indicates a framing situation problem, probably the best remedy is to change that framing situation by deleting the vertical brace then adding it again or by using Move/Stretch to relocate one or the other of the brace's work ponts so that the connection end comes at the column at a different skew.
Changing the column " Section size " to a different cruciform section might clear the failure message without your having to change the vertical brace's alignment. Also, you might be able to clear the failure message by setting the column to a different " Column rotation ."
Before attempting to fix this connection, see the warnings .
Connection gross shear strength exceeded: This failure message applies when the " Input connection type " is ' Vbrc plate ' or ' User defined ', and the brace frames to a beam & column. It applies when the brace gusset plate connects to the column with a shear plate or a clip angle. The gusset plate will connect to the column with a shear plate when the beam's connection to the column is a shear plate. It will connect with a clip angle when the beam has a clip angle. This message may be generated for any " Connection design method ." It indicates that the connection material itself fails in gross shear strength.
| Vertical Brace to Beam & Column | |
| brace material, connection | leaf |
| angle, tee, channel | NS/FS Clip Conn1 or Shear Tab |
| HSS, pipe, tube | NS/FS Clip Conn1 or Shear Tab |
| stem-vertical tee, web plate | NS/FS Clip Conn1 or Shear Tab |
| web-vertical wide flange, standard | NS/FS Clip Conn1 or Shear Tab |
| web-vertical wide flange, paddle plate | NS/FS Clip Conn1 or Shear Tab |
| web-horizontal wide flange, claw angles | NS/FS Clip Conn1 or Shear Tab |
The connection failure message may be generated due to user-made entries to locked (
Assuming that the " Tension load " and " Compression load " are to engineering specifications and you do not want to " Combine... " the clip angles or shear plates, the best way to clear the failure message is to increase the thickness of the connection material or the number of rows of bolts connecting the shear plate or clip angle to the column.
Before attempting to fix this connection, see the warnings .
Connection net shear strength exceeded: This failure message applies when the " Input connection type " is ' Vbrc plate ' or ' User defined ', and the brace frames to a beam & column. It applies when the brace gusset plate connects to the column with a shear plate or a clip angle. The gusset plate will connect to the column with a shear plate when the beam's connection to the column is a shear plate. It will connect with a clip angle when the beam has a clip angle. This message may be generated for any " Connection design method ." It indicates that the connection material itself fails in net shear strength.
| Vertical Brace to Beam & Column | |
| brace material / connection | leaf |
| angle, tee, channel | NS/FS Clip Conn1 or Shear Tab |
| HSS, pipe, tube | NS/FS Clip Conn1 or Shear Tab |
| stem-vertical tee, web plate | NS/FS Clip Conn1 or Shear Tab |
| web-vertical wide flange, standard | NS/FS Clip Conn1 or Shear Tab |
| web-vertical wide flange, paddle plate | NS/FS Clip Conn1 or Shear Tab |
| web-horizontal wide flange, claw angles | NS/FS Clip Conn1 or Shear Tab |
The connection failure message may be generated due to user-made entries to locked (
Assuming that the " Tension load " and " Compression load " are to engineering specifications and you do not want to " Combine... " the clip angles or shear plates, the best way to clear the failure message is to increase the thickness of the connection material or the number of rows of bolts connecting the shear plate or clip angle to the column.
Before attempting to fix this connection, see the warnings .
Connection to sloping column not supported: This applies when wide flange vertical brace has a " Web orientation " of ' Horizontal ' and is set to have ' Flange gussets ' designed. Connection design cannot create such a connection if the column is sloping.
To get the originally specified " Input connection type " connection, you need to change the " Web orientation " to ' Vertical ' or the " Section size " to a something other than wide flange.
The only way to get this connection for a web horizontal wide flange vertical brace to a sloping column is to design a graphical connection .
Before attempting to fix this connection, see the warnings .
Conn modified by framing situation, see design calc: If you get this failure message, probably your best course of action is to press the " Expanded Calc " button at the bottom of the Vertical Brace Edit window and review the report that is output. In the Expanded Calculations Report , calculations that result in a connection failure are identified as " (NO GOOD) " in their concluding line. You might also search for the string "CONNECTION DESIGN FAILURE".
One possible way to clear this message is to check the box for " Disable framing situation checks " However, that will most likely result in a different failure message being generated.
Before attempting to fix this connection, see the warnings .
Cope depth is less than minimum allowed: This failure message applies when, under the " End preparations " leaf on a member edit window, you have 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
|
Connection design 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, you need to enter a " Cope depth " that is larger than the calculated minimum ( mcd ) or unlock (
page 1 | contents | failure messages | vertical brace edit | top
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 edit window will not work. This is a catch-all failure message. In the table below, situations that produce this failure message ( 289 ) are marked ? or fail .
| OK = end operation is applicable to the material type. | ||||||
| fail = end operation will not work for this situation ( 289 ). | ||||||
| ? = operation works on the flange, not the stem ( 289 ). | ||||||
| 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 ?: Selecting ' Cope field weld #3 ' as the " Bottom flange operation " for a W tee vertical brace produces the failure message, and a weld preparation will not be applied to the stem of the W tee. However, if you select 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, you 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, switch to a different " Top/bottom flange operation ."
End plate in-plane bending strength exceeded: This failure message applies to end plate connections when the " Connection design method " is ' EUROCODE 3 UK '. It applies when ' Vbrc plate ' is the " Input connection type " and the vertical brace frames to a beam & column and the beam has an end plate connection. For such a framing condition, the gusset plate will connect to the column with an end plate. The design check that generates this message applies if 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 user-made entry to the locked (
Assuming that the vertical brace's " Tension load " and " Compression load " are to engineering specifications, generally the best way to clear this failure message is to unlock (
Before attempting to fix this connection, see the warnings .
page 1 | contents | failure messages | vertical brace edit | top
- F -
Frames to a Model Complete member: This applies when the member this vertical brace 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. For more information, click here .
| 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 vertical brace was added, or its " Input connection type " or " Conn Specs " were changed, after the framed-to member's " Model complete date " was set.
Frames to a Model Complete member You can '
| Framing Situation | Likely Cause |
| vertical brace to column | The column has its " Model complete date " set. |
| vertical brace to beam | The beam has its " Model complete date " set. |
| vertical brace with shared gusset | The opposite vertical brace or supporting member has its " Model complete date " set. |
| vertical brace to beam and column | The beam or column has its " Model complete date " set. |
| vertical brace to a wide flange vertical brace | The wide flange vertical brace has its " Model complete date " set. |
| vertical brace X or T intersection | The supporting vertical brace has its " Model complete date " set. |
Full depth stiffeners are needed for buckling: This connection failure message occurs if stiffeners are needed for buckling and a user locks ( ) the depth of a stiffener to partial depth.
To fix this error the user can either force the connection or unlock the locked (
page 1 | contents | failure messages | vertical brace edit | top
- G -
Gusset buckling strength exceeded: This failure message applies when the " Input connection type " is ' Vbrc plate ' or ' User defined '. It applies to virtually any vertical brace framing situation. It may be generated for any " Connection design method ." It indicates that the compression load exceeds the buckling strength of the gusset plate.
The connection failure message may be generated due to user-made entries to locked (
Assuming that the applied " Compression load " is to engineering specifications, the best way to clear this failure message is to adjust the gusset plate's " Plate thickness " or to unlock (
Before attempting to fix this connection, see the warnings .
Gusset/clip angle tension strength exceeded: This failure message applies when the " Input connection type " is ' Vbrc plate ' or ' User defined '. It applies to virtually any vertical brace framing situation. It may be generated for any " Connection design method ." The message indicates that the tensile strength of either the gusset plate or the clip angle connection to that gusset plate has been exceeded.
The connection failure message may be generated due to user-made entries to locked (
Assuming that the applied " Tension load " is to engineering specifications and the clip angle section size is what you want, the best way to clear this failure message is to adjust the gusset plate's " Length " or " Width " or " Plate thickness " or to unlock (
Before attempting to fix this connection, see the warnings .
Gusset connections to support must be the same: You get this connection failure message when connection design cannot create a shared gusset plate to a beam or column for three braces or two braces because different connections are specified for the gusset-to-supporting-member interface.
To get the originally specified " Input connection type " connection on three point bracing , try changing the " Gusset to supporting member " to ' Welded ' on all three braces. ' Clip angle ' is not an option for three point bracing.
To get the originally specified " Input connection type " connection for two point bracing , change the " Gusset to supporting member " on one of the braces to either ' Welded ' or ' Clip angle ' so that both braces have the same type of connection.
Before attempting to fix this connection, see the warnings .
Gusset connection angle not found: You get this connection failure message when connection design cannot find a suitable connection angle for a web horizontal wide flange brace with ' Flange gussets '.
Before attempting to fix this connection, see the warnings .
Gusset extends past the end of the member: You get this connection failure message when connection design cannot create a vertical brace gusset because it would extend past the beam or column.
To get the originally specified " Input connection type " connection, you could Move... (or Move... ) the end (
) of the vertical brace (or change its " End elevation ") so that its work point is farther away from the end, nearer the middle, of the supporting member.
For a vertical brace to the top or bottom of a column, you may -- instead of repositioning the brace -- be able to add a user base/cap plate so that the brace can connect to the column plate.
Before attempting to fix this connection, see the warnings .
Gusset geometry fails: This connection failure message could indicate many different problems. The brace might be too small, or its work points may have been located incorrectly, or the supporting member(s) may be in an odd configuration.
Ways to diagnose the problem are to review the 3D model, generate a Connection Design Calculations report, or generate an Expanded Connection Design Calculations report and evaluate which formulas apply to the situation.
Before attempting to fix this connection, see the warnings .
Gusset gross/net shear strength exceeded: This failure message applies when the " Input connection type " is ' Vbrc plate ' or ' User defined ', and the vertical brace gusset connects to the supporting member with a clip angle. The failure message may be generated for any " Connection design method ." It indicates that the shear strength of the gusset plate is insufficient.
| Framing Situation | Leaf Containing Relevant Locks |
| vertical brace to beam | NS/FS Clip Conn2 |
| vertical brace to column | NS/FS Clip Conn2 |
| vertical brace to beam & column | NS/FS Clip Conn2 |
| vertical brace 2- or 3-point, to a beam | NS/FS Clip Conn2 |
| vertical brace 2- or 3-point, to a column | NS/FS Clip Conn2 |
The connection failure message may be generated due to an entry that the user has made to the locked (
Assuming that the " Tension load " and " Compression load " are to engineering specifications and that the " Gusset plate grade " is what you want it to be, probably the best way to clear this failure message is to unlock (
Before attempting to fix this connection, see the warnings .
Gusset interactive stress limit exceeded: This failure message applies when the " Input connection type " is ' Vbrc plate ' or ' User defined ' and two or three braces share the same gusset plate. It may be generated for any " Connection design method ." The failure occurs when the gusset interaction from two or three braces exceeds the limit.
| 2- or 3-Point Vertical Brace Gusset Plate Locks | |
| framing sit | leaf (brace material) |
| To a beam: | Gusset 2 Point Square (angle, tee, channel)
Gusset 2 Point (HSS, pipe, tube) Gusset 2 Point (stem-vertical tee) Gusset 2 Point (wide flange, standard) Gusset 2 Point (wide flange, paddle plates) Gusset 2 Point (web-horizontal wide flange, claw angles) Gusset 2 Point (web-horizontal wide flange, flange gussets) |
| To a column: |
Gusset 2 Point Square (angle, tee, channel)
|
The connection failure message may be generated due to an entry that the user has made to the locked (
Assuming that the " Tension load " and " Compression load " on the two or three braces are to engineering specifications and that the " Gusset plate grade " is what you want it to be, the best way to clear this failure message is to unlock (
Before attempting to fix this connection, see the warnings .
Gusset interferes with beam flange: You get this connection failure message when connection design cannot create a gusset because it would clash with the beam flange. This may be due to the size of the gusset (case 1) or because a connection is not supported for the framing condition (case 2).
Case 1: Lowering the governing "
Case 2: You can also get this error message on a vertical brace framing to a beam and column when the beam is a channel . Connection design does not support such connections. To get a system connection on the brace, you will need to change the " Section size " on the beam to a wide flange or welded plate W or S shape .
Before attempting to fix this connection, see the warnings .
Gusset interferes with beam's extended clip L connection: You get this failure message when connection design cannot create a gusset plate because doing so would result in a material clash with the " Extend past flange " clip angle on the beam.
You should probably review the 3D model to assess what might be the problem. To get the originally specified " Input connection type " connection, you may be able to Move... (or Move... ) the end (
Before attempting to fix this connection, see the warnings .
Gusset strength Whitmore section exceeded: This failure message applies when the " Input connection type " is ' Vbrc plate ' or ' User defined ', and two or three braces share the same gusset plate. It may be generated for any " Connection design method ." It indicates that the strength of the gusset plate is exceeded due to the combined loads of the braces.
| 2- or 3-Point Vertical Brace Gusset Plate Locks | |
| framing sit | leaf (brace material) |
| To a beam: | Gusset 2 Point Square (angle, tee, channel)
Gusset 2 Point (HSS, pipe, tube) Gusset 2 Point (stem-vertical tee) Gusset 2 Point (wide flange, standard) Gusset 2 Point (wide flange, paddle plates) Gusset 2 Point (web-horizontal wide flange, claw angles) Gusset 2 Point (web-horizontal wide flange, flange gussets) |
| To a column: |
Gusset 2 Point Square (angle, tee, channel)
|
The connection failure message may be generated due to an entry that the user has made to the locked (
Assuming that the " Tension load " and " Compression load " on the two or three braces are to engineering specifications and that the " Gusset plate grade " is what you want it to be, the best way to clear this failure message is to unlock (
Before attempting to fix this connection, see the warnings .
Gusset to base/cap plate weld strength exceeded: This failure message applies when the " Input connection type " is ' Vbrc plate ' or ' User defined ' and the brace frames to a column and base/cap plate. It may be generated for any " Connection design method ."
| Vertical Brace to a Column & Base/Cap Plate | |
| brace material / connection | leaves |
| angle, tee, channel | Gusset Column Cap Square , Weld Conn 1 |
| HSS, pipe or tube | Gusset Column Cap , Weld Conn 1 |
| stem-vertical tee / web plates | Gusset Column Cap , Weld Conn 1 |
| wide flange / standard | Gusset Column Cap , Weld Conn 1 |
| wide flange / paddle plates | Gusset Column Cap , Weld Conn 1 |
| web-horizontal wide flange / claw angles | Gusset Column Cap , Weld Conn 1 |
The connection failure message may be generated due to user-made entries to locked (
Assuming the " Tension load " and " Compression load " and the various connection design locks are set the way you want them to be, the best way to clear the failure is to enter a larger " Gusset thickness " or " Weld size " or to unlock (
Before attempting to fix this connection, see the warnings .
Gusset to col/beam weld strength exceeded limit: This failure message applies when the " Input connection type " is ' Vbrc plate ' or ' User defined '. It indicates that the gusset weld strength at the supporting member (beam or column) has been exceeded. The failure message may apply to connection locks for vertical braces in any of the following framing situations:
| Framing Situation | Leaf with Relevant Locks |
| Vertical brace to a beam |
Weld Conn2
Gusset One Member Gusset One Member Square |
| Vertical brace to a column |
Weld Conn2
Gusset One Member Gusset One Member Square |
| Vertical brace to a beam & column |
Weld Conn2
Gusset Beam Column Gusset Beam Column Square |
| Vertical brace to a column and base/cap plate |
Weld Conn2
Gusset Column Cap Gusset Column Cap Square |
The connection failure message may be generated due to a user-made entry to locked (
Assuming that the " Tension load " and " Compression load " are to engineering specifications, the best way to clear this failure message is to unlock (
Before attempting to fix this connection, see the warnings .
Gusset to supporting clip angle connection not allowed for seismic: You can get this failure message for seismic 2-point vertical braces, each of which brace, on the appropriate end, has its " Connection specifications " > " Gusset to supporting member " set to ' Clip angle ' or, with the appropriate setup, to ' Automatic '.
To get a non-seismic 2-point gusset plate with a clip angle, you can set " Seismic brace " (
) on both braces to ' No ' or, with the appropriate setup, to ' Automatic '.
To get a seismic 2-point brace without a clip angle, you can set " Gusset to supporting member " on the appropriate end of each brace to ' Welded ' or, with the appropriate setup, to ' Automatic '.
If you "
Before attempting to fix this connection, see the warnings .
page 1 | contents | failure messages | vertical brace edit | top
- H -
HSS brace cap plate shear failure: This failure message applies when the " Input connection type " is ' Vbrc plate ' or ' User defined ', and the vertical brace " Section size " is an HSS or pipe or tube, and the " Pipe/tube end-fitting " is ' Bolted '. It may be generated for any " Connection design method ."
| Framing Situation | Leaf with Relevant Locks |
| vertical brace to beam | Brace Connection To Gusset Hss Bolted |
| vertical brace to column | Brace Connection To Gusset Hss Bolted |
| vertical brace to beam & column | Brace Connection To Gusset Hss Bolted |
| vertical brace 2- or 3-point, to a beam | Brace Connection To Gusset Hss Bolted |
| vertical brace 2- or 3-point, to a column | Brace Connection To Gusset Hss Bolted |
| to column and base/cap plate | Brace Connection To Gusset Hss Bolted |
The message indicates that the shear strength of the cap plate (which welds to the HSS brace) is not enough to resist the brace tension. A stem plate shop welds to the cap plate on the vertical brace, forming a built-up tee end fitting for field bolting the vertical brace to the gusset plate.
The connection failure message may be generated due to user-made entries to locked (
Assuming that the " Tension load " is to engineering specifications, the best way to clear the failure message is to increase the thickness, width or length of the cap plate. Or you could unlock (
Before attempting to fix this connection, see the warnings .
HSS brace to cap plate weld strength exceeded: This failure message applies when the " Input connection type " is ' Vbrc plate ' or ' User defined ', and the vertical brace " Section size " is an HSS or pipe or tube, and the " Pipe/tube end-fitting " is ' Bolted '. It may be generated for any " Connection design method ." It indicates that the strength of the cap-plate-to-HSS-brace weld is not enough to resist the brace tension. A stem plate shop welds to the cap plate on the vertical brace, forming a built-up tee end fitting for field bolting the vertical brace to the gusset plate.
| Framing Situation | Leaf with Relevant Locks |
| vertical brace to beam | Brace Connection To Gusset Hss Bolted |
| vertical brace to column | Brace Connection To Gusset Hss Bolted |
| vertical brace to beam & column | Brace Connection To Gusset Hss Bolted |
| vertical brace 2- or 3-point, to a beam | Brace Connection To Gusset Hss Bolted |
| vertical brace 2- or 3-point, to a column | Brace Connection To Gusset Hss Bolted |
| to column and base/cap plate | Brace Connection To Gusset Hss Bolted |
The connection failure message may be generated due to user-made entries to locked (
Assuming that the " Tension load " is to engineering specifications, the best way to clear the failure message is to increase the cap-plate-to-brace weld size. Or you could unlock (
Before attempting to fix this connection, see the warnings .
HSS Reinforcement Plate design failure: This connection failure message applies to the design of reinforcement plates for HSS/TS braces. Such reinforcement plates are created automatically when " Seismic brace " ( ) is set to ' Yes ' or, with the appropriate setup, to ' Automatic '. For non-seismic braces, users can create such plates by adjusting connection design locks contained in the " Brace Reinforcement " leaf.
The message indicates that the reinforcement plates are failing due to cross sectional area checks, probably because of changes made by a user to the reinforcement plate " Plate width " and " Plate thickness " in the "
To clear this message and get a connection, you can try entering a larger " Plate width " or a larger " Plate thickness " or set those fields to unlocked (
Before attempting to fix this connection, see the warnings .
HSS Reinforcement Plate Fy less than brace Fy: This connection failure message applies to the design of reinforcement plates for HSS/TS braces. Such reinforcement plates are created automatically when " Seismic brace " ( ) is set to ' Yes ' or, depending on a setup choice, to ' Automatic '. For non-seismic braces, users can create such plates by adjusting connection design locks contained in the " Brace Reinforcement " leaf.
The message indicates that the yield strength (Fy) of the reinforcement plate steel is less than the yield strength of the brace steel.
The steel grade for an HSS/TS brace is the " Steel grade " that is specified on that brace's edit window. The Fy for that steel grade comes from Home > Project Settings > Job > HSS / TS Grades .
The steel grade for the reinforcement plates is the " Plate material grade " that is specified in Home > Project Settings > Fabricator > Standard Fabricator Connections > Plates > the " Brace Reinforcement Plates " section. The Fy for that steel grade comes from Home > Project Settings > Job > Plate Grades .
To clear this message, you can change the " Plate material grade " on the Preferred Plate Sizes window to a grade that has a higher Fy. Alternatively, you can change the brace " Steel grade " under "
Before attempting to fix this connection, see the warnings .
HSS reinf plate weld size greater than maximum allowed: This connection failure message applies when a vertical brace with a gusset plate frames to an HSS/TS column with a thin wall and " Use HSS column reinforcement plate " is set to ' Yes ' or possibly ' Automatic '.
The message indicates that the weld size for 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, you can try entering a different " Plate thickness " or " Weld size ," or you can unlock (
Before attempting to fix this connection, see the warnings .
HSS vertical brace to gusset weld failure: This connection failure message occurs when a HSS round (pipe) or HSS rectangular (tube) vertical brace is too small to get an acceptable weld.
To clear this message and get a connection, you need to provide more material for welding. One possible way to do this is to enter a larger " Section size ." Or you could try decreasing the " Minimum gusset thickness " in order to narrow the gusset-insertion slot in the HSS section.
Before attempting to fix this connection, see the warnings .
HSS wall strength fails: You get this connection failure message when connection design cannot create a gusset plate to a column because the HSS round (pipe) or HSS rectangular (tube) column is not made of heavy enough material.
To clear this message and get a connection, you could enter a heavier " Section size " to the column, or you could lower the governing "
For an HSS rectangular (tube) column, you can set the Vertical Brace Edit window's "
Before attempting to fix this connection, see the warnings .
page 1 | contents | failure messages | vertical brace edit | top
- I -
Inadequate col/bm web strength under gusset:
Incompatible member sizes: You get this connection failure message when connection design cannot create flange gussets for a web horizontal wide flange brace because the vertical brace and the supporting member have incompatible section sizes. You may also get this failure message for other framing situations.
To get the originally specified " Input connection type " connection, try entering a new " Section size " for the vertical brace or a new " Section size " for the supporting member. Changing the material type is probably not necessary -- just use a different " Section size " of the same type.
Before attempting to fix this connection, see the warnings .
Incompatible web and flange connection types: You can get this connection failure message when the vertical brace " Section size " is a wide flange, its " Input connection type " is ' VBrc plate ' or ' User defined ', and " Web connection type " and " Flange connection type " in " Connection specifications " are set to choices that are incompatable.
For example, if you set the " Web connection type " to ' Channels ' and the " Flange connection type " to ' Flange paddle plates ' or ' Flange claw angles ', you will get this failure message.
To clear the failure message and get a connection, try changing either or both the " Web connection type " and " Flange connection type " to different settings. Flange paddle plates or claw angles can be designed with or without web plates, but they are not compatible with a channel web connection.
Before attempting to fix this connection, see the warnings .
Invalid bolt edge distance: This end connection failure message indicates that an entry made to a connection design lock on the brace would result in the bolt edge distance being larger than 6 inches or 150 mm. The check comes from page 16.1-122 of the AISC 14th Edition . Directly entering a small edge distance such as 0 may also result in this failure message.
A possible fix that will make the connection failure message go away is to unlock (
Another possible fix is to keep the lock (
Before attempting to fix this connection, see the warnings .
Invalid bolt spacing: This end connection failure message can be generated when " Hole spacing along brace " in a " Brace Connection To Gusset " leaf has been set to a distance that is less than allowed per the design code, hole type, bolt type and bolt diameter. For example, the AISC 14th Edition states the following:
|
Changing the " Bolt diameter " in the same "
Before attempting to fix this connection, see the warnings .
Invalid brace conn., nodes or no supporting member: This connection failure message may indicate several different problems.
To properly assess the reason for the design failure, you should review the 3D model to evaluate the framing situation. If the problem is the positioning of the brace, a possible fix is to Erase the vertical brace, then Add the brace again. Or you may be able to Move... (or Move... ) one end (
Before attempting to fix this connection, see the warnings .
Invalid brace material type: You get this connection failure message when a " Section size " that connection design does not recognize as a valid material type is used for the vertical brace.
For a vertical brace, the " Section size " must be of L , C , W , S , HSS rectangular , HSS round , WT or ST material. Connection design cannot create a connection on a brace whose " Section size " is something other than one of these material types.
Before attempting to fix this connection, see the warnings .
Invalid brace work point location: You get this connection failure message when connection design cannot create a gusset plate on his end of the vertical brace because of where the work point of the brace was located during Add Vertical Brace in Modeling . For example, this might occur when a brace goes to a beam and column and the work point is not to the column's workline.
To get the originally specified " Input connection type " connection, you could Erase the vertical brace, then Add it again. Or you may be able to Move... (or Move... ) one end (
Before attempting to fix this connection, see the 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 edit 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 ( 288 ) are marked fail.
| OK = end operation is applicable to the material type. | ||||||
| fail = invalid end operation for this type of material ( 288 ). | ||||||
| 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, switch to a different " Top/bottom flange operation ."
Invalid locked rod length: You get this message when locked rod lengths do not allow for a brace assembly to properly fit together.
You may get this failed message in the following situations:
For a single rod brace, if a rod brace length is locked (
For rod brace configurations with two or three rods if the bottom or top rod length is locked (
For a rod brace configuration with three rods, if the middle rod length is locked (
A middle rod length is locked (
A possible fix is to unlock (
Another possible fix is to keep the " rod length " lock (
Before attempting to fix this connection, see the warnings .
Invalid material type for this member: You get this message when connection design cannot generate a connection on this vertical brace because its " Section size " is considered by connection design to be an invalid material type.
To get the originally specified " Input connection type " connection, you need to change the brace's " Section size ." For vertical braces, the " Section size " must be a L or C or W or S or HSS rectangular or HSS round or WT or ST in order for you to get a system connection .
Before attempting to fix this connection, see the warnings .
Invalid material type for supporting member: You get this message when connection design cannot create the connection on this end of the vertical brace unless you first change the material type on the supporting beam or column or vertical brace.
For a supporting beam: The " Section size " must be wide flange or S shape or " Double " channel or welded plate wide flange or HSS rectangular (tube) or HSS round (pipe) or welded plate box in order for this vertical brace 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 vertical brace to connect to that column.
For a supporting vertical brace: The section size must be wide flange . You can get the same types of vertical brace connections to a wide flange vertical brace as you can to a wide flange beam.
Before attempting to fix this connection, see the warnings .
Invalid member type for welded connections: You get this connection failure message when ' Welded ' is the " Input connection type " on this end of the vertical brace and that same end of the brace frames to a chord member that is something other than a beam. Click here and here for examples of welded connections.
To get the originally specified " Input connection type " connection, you need to Erase the chord member that the vertical brace connects to, then Add a beam in its place.
If you want to keep the chord member the same member type, change the " Input connection type " on the brace to ' Plain end ' then Exact Fit and Weld the vertical brace to the chord member.
Before attempting to fix this connection, see the warnings .
Invalid shared brace configuration:
| No longer applies! |
|
Two-point vertical braces can now be on the same side of a perpendicular to the supporting beam or column.
Three-point vertical braces can now be constructed without the middle brace having to be perpendicular to the beam or column.
These configuration restrictions for 2-point and 3-point braces were removed from connection design in v2017 SDS2 software.
Invalid skew to column connection geometry: You get this connection failure message when connection design cannot create a gusset plate on this end of the vertical brace because of the angle of skew to the supporting column. The exact angle which connection design does not support depends on the sizes of the members.
To get the originally specified " Input connection type " connection, you could Erase the vertical brace, then Add it again at a different angle. Or you may be able to Move... (or Move... ) one end (
Or you could change try changing the " Section size " of the vertical brace or the " Section size " of the column.
Before attempting to fix this connection, see the warnings .
Invalid support beam material type: You get this connection failure message when connection design cannot create a gusset plate on this end of the vertical brace because of the supporting beam's material type.
To get the originally specified " Input connection type " connection, you need to enter a valid " Section size " to the supporting beam. A ' Vbrc plate ' connection can be designed on a vertical brace that frames to a wide flange , welded plate W , S shape , tube , welded plate box or " Double " channel beam.
Before attempting to fix this connection, see the warnings .
Invalid support material type: You get this connection failure message when connection design cannot create a gusset plate on this end of the vertical brace because of the material type of the supporting beam or supporting column or supporting vertical brace. Click here for an example of a vertical brace to a wide flange vertical brace.
To get the originally specified " Input connection type " connection, you need to enter a valid " Section size " to the supporting member. You may use any material for any member type, but only shapes recognized by connection design for particular member types will get you a connection.
For beams: The " Section size " must be wide flange, channel, tube, welded plate wide flange, welded plate box or S shape in order for connection design to be able to create connections.
For columns: The " Section size " must be wide flange, pipe, tube, welded plate wide flange, welded plate box or S shape in order for connection design to be able to create connections.
For vertical braces: The " Section size " of the supporting vertical brace must be a wide flange.
Before attempting to fix this connection, see the warnings .
Invalid brace K gusset geometry: You get this connection failure message when connection design cannot create a gusset plate on this end of the vertical brace because there is a problem with the dimensions, materials, spatial orientation, or too high of a load on the vertical braces involved.
To diagnose the problem, you should view the situation in Modeling , possibly even "
Before attempting to fix this connection, see the warnings .
page 1 | contents | failure messages | vertical brace edit | top
- L -
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 minimum and maximum edge distances since such requirements are based on the connection type, bolt diameter, design code and other factors.
If you get this failure message, you may be able to unlock (
Before attempting to fix this connection, see the 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 minimum and maximum bolt spacings since such spacing requirements are based on the connection type, bolt diameter, design code and other factors.
If you get this failure message, you may be able to unlock (
Before attempting to fix this connection, see the 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-made entries to connection design locks . Connection design may have failed the connection because the locked ( ) settings prevented connection design from creating 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 may be as simple as correcting a user-made entry that is inconsistent with related, interdependent entries that are also locked. Or you may have to unlock (
If, on the other hand, you do not want to unlock any lockable fields, you might try removing other constraints, such as user-applied setbacks. You also may be able to get the connection you want by lowering the governing load.
Before attempting to fix this connection, see the warnings .
Locked dimension is less than minimum allowed: This connection failure message may apply to any brace connection. It typically indicates that a user has made an entry to a connection design lock pertaining to gusset dimensions which causes a related gusset dimension to go below the minimum allowed, for example, to a negative number. For most gusset plate dimensions, the minimum allowed dimension is 0 (zero).
Of course, the easiest fix for this problem is to simply unlock (
If you want to keep the entries that you have locked without getting a failure message, you will probably have to lock (
Before attempting to fix this connection, see the warnings .
Locked HSS reinf plate length is less than required: This connection failure message applies when a vertical brace with a gusset plate frames to an HSS/TS column with a thin wall and " Use HSS column reinforcement plate " is set to ' Yes ' or possibly ' Automatic '.
The length of the reinforcement plate is required to be 1.5 inches or more than the length of the gusset plate. If a user has entered a " Plate length " to the "
To clear the failure message and get a connection, try increasing the " Plate length ," or simply unlock (
Before attempting to fix this connection, see the warnings .
Locked HSS reinf plate top of plate interferes: This connection failure message applies when a vertical brace with a gusset plate frames to an HSS/TS column with a thin wall and " Use HSS column reinforcement plate " is set to ' Yes ' or possibly ' Automatic '.
The failure message indicates an invalid " Length " or " Top of plate " in the "
To clear this failure message and get a connection, try increasing the " Top of plate ," or unlock (
Before attempting to fix this connection, see the warnings .
Locked HSS reinf plate width doesn't fit: This connection failure message applies when a vertical brace with a gusset plate frames to an HSS/TS column with a thin wall and " Use HSS column reinforcement plate " is set to ' Yes ' or possibly ' Automatic '.
The failure message indicates that " Width " in the "
To fix the problem, try entering a different " Width ," or unlock (
Before attempting to fix this connection, see the warnings .
Locked vertical to 1st hole value on supported must match. Double vertical brace gusset clip angles are clip angles on both the near and far sides of a vertical brace end's gusset plate. You can get this connection failure message for a vertical brace that has double clip angles bolted to its gusset plate. The vertical brace is the supported member in a 1-point or 2-point vertical brace to beam or column connection. A clip angle is created for such a connection when " Gusset to supporting member " is set to ' Clip angle '. That clip angle bolts to the gusset plate when " Gusset to clip connection " is set to ' Bolted '. Double clip angles may also bolt to the gusset plate in a vertical brace to beam & column situation.
| The " Vertical to 1st hole " value that this failure message references is found under the " Connection to supported " heading in the relevant leaf. | |
| Framing Situation | Leafs Containing Relevant Locks |
| vertical brace to beam | NS Clip Conn 2 & FS Clip Conn2 |
| vertical brace to column | NS Clip Conn2 & FS Clip Conn2 |
| vbrc to column in beam & column | NS Clip Conn1 & FS Clip Conn1 |
| vbrc to beam in beam & column | NS Clip Conn2 & FS Clip Conn2 |
| vertical brace 2-point, to a beam | NS Clip Conn2 & FS Clip Conn2 |
| vertical brace 2-point, to a column | NS Clip Conn2 & FS Clip Conn2 |
This failure message indicates that a user has locked " Vertical to 1st hole " for the " Connection to supported " in a double clip angle's NS and FS leaves to a different value.
To clear the failure message, you can do any one of the following:
Before attempting to fix this connection, see the warnings .
Locked vertical to 1st hole value on supporting must match. Double vertical brace gusset clip angles are clip angles on both the near and far sides of a vertical brace end's gusset plate. You can get this connection failure message for a vertical brace that has double clip angles bolted (or welded) to its gusset plate. The beam or column is the supporting member in a 1-point or 2-point vertical brace to beam or column connection. A clip angle is created for such a connection when " Gusset to supporting member " is set to ' Clip angle '. That clip angle bolts to the supporting member regardless of whether " Gusset to clip connection " is set to ' Bolted ' or ' Welded '. Double clip angles may also bolt to the column and beam in a vertical brace to beam & column situation, but only if the beam-to-column interface is a clip angle.
| The " Vertical to 1st hole " value that this failure message references is found under the " Connection to supporting " heading in the relevant leaf. | |
| Framing Situation | Leaf with Relevant Locks |
| vertical brace to beam | NS Clip Conn2 & FS Clip Conn2 |
| vertical brace to column | NS Clip Conn2 & FS Clip Conn2 |
| vbrc to column in beam & column | NS Clip Conn1 & FS Clip Conn1 |
| vbrc to beam in beam & column | NS Clip Conn2 & FS Clip Conn2 |
| vertical brace 2-point, to a beam | NS Clip Conn2 & FS Clip Conn2 |
| vertical brace 2-point, to a column | NS Clip Conn2 & FS Clip Conn2 |
This failure message indicates that a user has locked " Vertical to 1st hole " for the " Connection to supporting " in a double clip angle's NS and FS leaves to a different value.
To clear the failure message, you can do any one of the following:
Before attempting to fix this connection, see the warnings .
page 1 | contents | failure messages | vertical brace edit | top
- M -
Maximum bolt diameter is 1 1/4 in; 31 mm:
| No longer applies! |
Prior to v2018, connection design had prevented vertical brace gusset plates from being designed using bolt diameters greater than 1 1/4 inch (31 mm). That design check has been removed, and this connection failure message no longer applies.
Maximum gusset thickness exceeded: You get this connection failure message when connection design cannot create a gusset plate on this end of the vertical brace because the required plate thickness is greater than the " Maximum gusset plate thickness " specified under Standard Fabricator Connections .
If you change the " Maximum gusset plate thickness " then Process and Create Solids after you Mark for Processing the vertical brace, connection design may be able to create a gusset for the originally specified load.
Another alternative is to lower the governing "
Before attempting to fix this connection, see the warnings .
Maximum gusset width exceeded: You get this connection failure message when connection design cannot create a gusset plate on this end of the vertical brace because the gusset width required to get a system connection to the supporting member is greater than the maximum allowed.
To get the originally specified " Input connection type " connection, you could lower the governing "
Before attempting to fix this connection, see the warnings .
Maximum number of bolt rows exceeded: You get this connection failure message when connection design cannot create a gusset plate on this end of the vertical brace because the brace-to-gusset connection in a brace to beam and column framing situation requires more than the maximum of 15 rows of bolts. This applies to angle , pipe , tube , channel , tee or wide flange vertical braces.
To get the originally specified " Input connection type " connection with 15 or fewer bolts in this situation, you could try lowering the governing "
Before attempting to fix this connection, see the warnings .
page 1 | contents | failure messages | vertical brace edit | top
- N -
Net/gross area strength fails: You get this connection failure message when connection design cannot create a gusset plate on this end of the vertical brace because the vertical brace material cannot stand up to the stress placed on it. The inadequacy is in the brace, not the connection.
To get the originally specified " Input connection type " connection, you could lower the " Tension load " or " Compression load " and thus allow the brace to be as weak as it currently is, or you could enter a stronger " Section size " and thus get a stronger vertical brace.
Before attempting to fix this connection, see the warnings .
Net gusset strength at beam interface exceeded: This failure message applies when the " Input connection type " is ' Vbrc plate ' or ' User defined ' and the " Section size " is a wide flange with the " Web orientation " set to ' Horizontal ' and the " Connection arrangement " set to ' Flange gussets '. The web-horizontal vertical brace with flange gussets frames to a beam & column. This message may be generated for any " Connection design method ."
The connection failure message may be generated due to a user-made entry to locked (
Assuming that the " Tension load " and " Compression load " are to engineering specifications, the best way to clear this failure message is to unlock (
Before attempting to fix this connection, see the warnings .
Net gusset strength at column interface exceeded: This failure message applies when the " Input connection type " is ' Vbrc plate ' or ' User defined ' and the " Section size " is a wide flange with the " Web orientation " set to ' Horizontal ' and the " Connection arrangement " set to ' Flange gussets '. The web-horizontal vertical brace with flange gussets frames to a beam & column. This message may be generated for any " Connection design method ."
The connection failure message may be generated due to a user-made entry to locked (
Assuming that the " Tension load " and " Compression load " are to engineering specifications, the best way to clear this failure message is to unlock (
Before attempting to fix this connection, see the warnings .
No supporting member: You get this connection failure message when connection design cannot create a gusset plate on this end of the vertical brace because there is no supporting member for the brace to connect to.
Possible ways to get the originally specified " Input connection type " connection are to Add a valid beam or column or wide flange vertical brace for the brace to attach to. Or you could change the " End elevation " on this end on the vertical brace so that it finds the supporting member. If that won't work, you can use Move/Stretch Members or Move/Stretch Members, Include Material to repair the problem. Or you may have to Erase the member then Add a new vertical brace.
If the brace is supposed to be welded to something that is not a part of the structure, change the " Input connection type " to a ' Plain end '. Or you could input an existing member for this brace to connect to.
Before attempting to fix this connection, see the warnings .
page 1 | contents | failure messages | vertical brace edit | top
- O -
Orientation/rotation of WT support is invalid: This error message applies when this vertical brace is a back-to-back double-angle vertical brace that frames to a W tee (or S tee) chord member (beam) and ' Welded ' is the " Input connection type " on this vertical brace. It indicates that the double-angle vertical brace does not frame to the stem of the supporting tee.
To get the originally specified " Input connection type "' connection on this end of the vertical brace, try editing the supporting beam (the chord member) and changing its " Beam rotation " 180 degrees (or to whatever number of degrees is required) so that the stem of the tee points toward the end of the double-angle vertical brace.
Before attempting to fix this connection, see the warnings .
page 1 | contents | failure messages | vertical brace edit | top
- P -
Paddle plate tension strength exceeded: This failure message applies when the " Input connection type " is ' Vbrc plate ' or ' User defined ', and the vertical brace " Section size " is an HSS or pipe or tube, and the " Pipe/tube end-fitting " is ' Paddle plate '. It may be generated for any " Connection design method ." It indicates that the paddle plate fails in tension. The paddle plate shop welds to a notch in the HSS vertical brace and field bolts to the gusset plate.
| Framing Situation | Leaf with Relevant Locks |
| vertical brace to beam | Brace Connection To Gusset Hss Paddle |
| vertical brace to column | Brace Connection To Gusset Hss Paddle |
| vertical brace to beam & column | Brace Connection To Gusset Hss Paddle |
| vertical brace 2- or 3-point, to a beam | Brace Connection To Gusset Hss Paddle |
| vertical brace 2- or 3-point, to a column | Brace Connection To Gusset Hss Paddle |
| to column and base/cap plate | Brace Connection To Gusset Hss Paddle |
The connection failure message may be generated due to user-made entries to locked (
Assuming that the " Tension load " is to engineering specifications and the row spacing is as you want it, the best way to clear the failure message is to increase the thickness or width of the paddle plate or to increase the number of bolt rows or the bolt diameter. Or you could unlock (
Before attempting to fix this connection, see the warnings .
Paddle plate won't fit inside HSS brace: This end connection failure message can apply when a pipe or tube vertical brace has its " Pipe/tube end fitting " set to ' Paddle plate ' or ' Paddle plate (double shear) ' or ' Double paddle plate '. The mssage indicates that the brace is too small to create a slot for the paddle plate to fit into.
In the "
If " Pipe/tube end fitting " in "
Before attempting to fix this connection, see the warnings .
Physical limitations exceeded: This is a catch-all connection failure message that connection design applies when it can't find a more specific message to apply.
Ways to diagnose the problem are to review the 3D model, generate a Connection Design Calculations report, or generate an Expanded Connection Design Calculations report and evaluate which formulas apply to the situation.
Before attempting to fix this connection, see the warnings .
page 1 | contents | failure messages | vertical brace edit | top
- R -
Rod length not within the reqd max/min values: You get this message when a locked rod length or combination of rod lengths result in an overall brace length that exceeds or subceeds the available length.
A possible fix is to unlock (
Another possible fix is to keep the " rod length( " lock(s) (
Before attempting to fix this connection, see the warnings .
page 1 | contents | failure messages | vertical brace edit | top
- S -
2nd Edition Seismic (2012) 2 point gusset geometry fails: You can get this failure message for a vertical brace with a gusset that is shared by 3 braces (3 point brace).
Seismic brace not allowed with 3 point braces: You can get this failure message for a vertical brace with a gusset that is shared by 3 braces (3 point braces). Other failure messages may appear on the connecting ends of the other braces in the connection. If any one of the three braces in a 3-point brace connection fails, the entire connection fails.
To get a 3-point brace connection, " Seismic brace " (
If " Seismic brace " (
Before attempting to fix this connection, see the warnings .
Seismic brace web doubler failure
Seismic connection not supported:
| No longer applies! |
A seismic vertical brace connection can be designed for virtually all supported vertical brace framing conditions except 3-point bracing so long as the brace is a valid material type .
In earlier versions of SDS2 programs, certain brace connections could be designed as non-seismic, but not for a " Seismic brace ."
For 3-point braces, the failure message " Seismic brace not allowed with 3 point braces " is emitted when at least one of the braces is seismic.
Shared 2pt or 3pt brace has failed connection: You can get this failure message for a vertical brace with a gusset shared by 2 braces (2 point brace) or for a vertical brace with a gusset shared by 3 braces (3 point brace).
The message indicates that connection design has failed this brace's connection due to it having detected a connection failure in another vertical brace connection to the same shared gusset. To fix the problem, you should first attempt to fix the other brace's connection to the gusset. Once you have repaired that connection, this connection failure message should go away, though it may be replaced by a different failure message.
Before attempting to fix this connection, see the warnings .
Shared brace Clip end-operatiion settings must match: This connection failure message can apply to W tee or channel or angle vertical braces with shared gusset plates.
The message indicates that the ends of the braces that share the gusset plate have different settings for the connection specification " Clip end-operation ."
To clear this failure message and get a connection, the same choice needs to be made to " Clip end-operation " on each of the braces that share the gusset plate.
Before attempting to fix this connection, see the warnings .
Shared intersection brace has failed connection: You get this failure message on a vertical brace with an intersection plate connection for cross bracing (X bracing).
The message indicates that connection design has failed this brace's connection due to it having detected a connection failure in the vertical brace on the other side of the cross brace that this brace frames to. To fix the problem, you should first attempt to fix the opposite brace's intersection plate connection. Once you have repaired that connection, this connection failure message should go away, though you may get another failure message in its place.
Before attempting to fix this connection, see the warnings .
Shear/Tension/Comp load less than minimum required by AS4100: This applies when the " Connection design method " is ' AS4100 '.
The connection failure message indicates that you have entered a " Tension load " or " Compression load " of less than 40 kN (9 kips imperial). To make the error message go away, you need to enter 40 kN or greater. Also, in addition to values of 40 kN or greater, a " Compression load " of 0 kips is permissible.
Before attempting to fix this connection, see the warnings .
Shear/Tension/Comp load less than minimum required by ASD9: This applies when the " Connection design method " is ' ASD9 '.
The connection failure message indicates that you have entered a " Tension load " or " Compression load " of less than 6 kips (26.7 kN metric). To make the error message go away, you need to enter 6 kips or greater. Also, a " Compression load " of 0 kips is permissible.
Before attempting to fix this connection, see the warnings .
Stem plate bearing strength exceeded: This failure message applies when the " Input connection type " is ' Vbrc plate ' or ' User defined ', and the vertical brace " Section size " is an HSS or pipe or tube, and the " Pipe/tube end-fitting " is ' Paddle '. It may be generated for any " Connection design method ." It indicates that the paddle plate fails in tension and/or compression. The paddle plate shop welds to a notch in the HSS vertical brace and field bolts to the gusset plate.
| Framing Situation | Leaf with Relevant Locks |
| vertical brace to beam | Brace Connection To Gusset Hss Paddle |
| vertical brace to column | Brace Connection To Gusset Hss Paddle |
| vertical brace to beam & column | Brace Connection To Gusset Hss Paddle |
| vertical brace 2- or 3-point, to a beam | Brace Connection To Gusset Hss Paddle |
| vertical brace 2- or 3-point, to a column | Brace Connection To Gusset Hss Paddle |
| to column and base/cap plate | Brace Connection To Gusset Hss Paddle |
The connection failure message may be generated due to user-made entries to locked (
Assuming that the " Tension load " and " Compression load " are to engineering specifications, the best way to clear the failure message is to increase the thickness of the stem plate or the number of bolts or the diameter of bolts. Or you could unlock (
Before attempting to fix this connection, see the warnings .
Stem plate block shear strength exceeded: This failure message applies when the " Input connection type " is ' Vbrc plate ' or ' User defined ', and the vertical brace " Section size " is an HSS or pipe or tube, and the " Pipe/tube end-fitting " is ' Bolted '. It may be generated for any " Connection design method ." It indicates that the bearing/tear out strength of the stem plate, which bolts to the gusset plate, has been exceeded. The stem plate shop welds to a cap plate on the vertical brace, forming a built-up tee end fitting for bolting the vertical brace to the gusset plate.
| Framing Situation | Leaf with Relevant Locks |
| vertical brace to beam | Brace Connection To Gusset Hss Bolted |
| vertical brace to column | Brace Connection To Gusset Hss Bolted |
| vertical brace to beam & column | Brace Connection To Gusset Hss Bolted |
| vertical brace 2- or 3-point, to a beam | Brace Connection To Gusset Hss Bolted |
| vertical brace 2- or 3-point, to a column | Brace Connection To Gusset Hss Bolted |
| to column and base/cap plate | Brace Connection To Gusset Hss Bolted |
The connection failure message may be generated due to user-made entries to locked (
Assuming that the " Tension load " is to engineering specifications, the best way to clear the failure message is to increase the thickness of the stem plate or the number of bolts or the diameter of bolts. Or you could unlock (
Before attempting to fix this connection, see the warnings .
Stem plate buckling strength exceeded: This failure message applies when the " Input connection type " is ' Vbrc plate ' or ' User defined ', and the vertical brace " Section size " is an HSS or pipe or tube, and the " Pipe/tube end-fitting " is ' Bolted '. It may be generated for any " Connection design method ." It indicates that the stem plate (which bolts to the gusset plate) buckles due to compression. The stem plate shop welds to a cap plate on the vertical brace, forming a built-up tee end fitting for bolting the vertical brace to the gusset plate.
| Framing Situation | Leaf with Relevant Locks |
| vertical brace to beam | Brace Connection To Gusset Hss Bolted |
| vertical brace to column | Brace Connection To Gusset Hss Bolted |
| vertical brace to beam & column | Brace Connection To Gusset Hss Bolted |
| vertical brace 2- or 3-point, to a beam | Brace Connection To Gusset Hss Bolted |
| vertical brace 2- or 3-point, to a column | Brace Connection To Gusset Hss Bolted |
| to column and base/cap plate | Brace Connection To Gusset Hss Bolted |
The connection failure message may be generated due to user-made entries to locked (
Assuming that the " Compression load " is to engineering specifications, the best way to clear the failure message is to increase the thickness of the stem plate. Or you could unlock (
Before attempting to fix this connection, see the warnings .
Stem plate net/gross tension strength exceeded: This failure message applies when the " Input connection type " is ' Vbrc plate ' or ' User defined ', and the vertical brace " Section size " is an HSS or pipe or tube, and the " Pipe/tube end-fitting " is ' Bolted '. It may be generated for any " Connection design method ." It indicates that the stem plate (which bolts to the gusset plate) fails in net/gross tension. The stem plate shop welds to a cap plate on the vertical brace, forming a built-up tee end fitting for bolting the vertical brace to the gusset plate.
| Framing Situation | Leaf with Relevant Locks |
| vertical brace to beam | Brace Connection To Gusset Hss Bolted |
| vertical brace to column | Brace Connection To Gusset Hss Bolted |
| vertical brace to beam & column | Brace Connection To Gusset Hss Bolted |
| vertical brace 2- or 3-point, to a beam | Brace Connection To Gusset Hss Bolted |
| vertical brace 2- or 3-point, to a column | Brace Connection To Gusset Hss Bolted |
| to column and base/cap plate | Brace Connection To Gusset Hss Bolted |
The connection failure message may be generated due to user-made entries to locked (
Assuming that the vertical brace end's " Tension load " is to engineering specifications, the best way to clear the failure message is to increase the thickness or width of the stem plate. Or you could unlock (
Before attempting to fix this connection, see the warnings .
Stem plate to cap plate weld strength exceeded: This failure message applies when the " Input connection type " is ' Vbrc plate ' or ' User defined ', and the vertical brace " Section size " is an HSS or pipe or tube, and the " Pipe/tube end-fitting " is ' Bolted '. It may be generated for any " Connection design method ." The stem plate in this connection shop welds to the vertical brace cap plate and field bolts to the gusset plate. This message indicates that the capacity of the weld between the cap plate and stem plate has been exceeded.
| Framing Situation | Leaf with Relevant Locks |
| vertical brace to beam | Brace Connection To Gusset Hss Bolted |
| vertical brace to column | Brace Connection To Gusset Hss Bolted |
| vertical brace to beam & column | Brace Connection To Gusset Hss Bolted |
| vertical brace 2- or 3-point, to a beam | Brace Connection To Gusset Hss Bolted |
| vertical brace 2- or 3-point, to a column | Brace Connection To Gusset Hss Bolted |
| to column and base/cap plate | Brace Connection To Gusset Hss Bolted |
The connection failure message may be generated due to user-made entries to locked (
Assuming that the " Tension load " and " Compression load " is to engineering specifications, the best way to clear the failure message is to increase the width of the stem plate, allowing for a longer weld, or to increase the " Weld size " of the weld itself. Or you could unlock (
Before attempting to fix this connection, see the warnings .
Stiffener interferes with other stiffener: You get this connection failure message when connection design cannot place another stiffener as it would interfere with another stiffener from another member in this connection. This may occur in gapped welded connections where sloped stiffeners (parallel to brace) are used.
The connection failure message may be generated due to values entered to locked (
To fix this error, the user can either force the connection which results in clashing material or change the option for Align Stiffeners with to "Support" for one or more members in the connection to eliminate the sloped stiffener clash.
Stiffener length will not fit inside of supporting web: You get this connection failure message when connection design cannot fit a web stiffener inside of the web of the supporting wide flange member.
The connection failure message may be generated due to values that were entered to locked (
To fix this error, the user can either change the locked value for the stiffener length or can unlock the locked field.
Suitable clevis capacity not found: This end connection failure message applies to rod bracing. Rod braces may be designed when a round bar is entered as the vertical brace " Section size " and the brace " Input connection type " is ' Vbrc Plate ' or ' User defined '. Connection design locks for rod bracing are found in the " Brace Connection To Gusset " leaf.
The failure message may be emitted due to the " Tension load " being greater than the capacity of the clevis being used. The " Clevis index " (bottom clevis) or " Clevis index " (top clevis) sets the clevis that is used. The " Capacity " of a clevis is defined in the local shape file. Assuming that the " Tension load " is what you want and all lockables in the "
Before attempting to fix this connection, see the warnings .
Suitable plate thickness not found: This message applies to connection plates when the box is checked for " Use miscellaneous plates list " on the Vertical Brace Edit 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 in Home > Project Settings > Fabricator > Standard Fabricator Connections > Preferred Plate Sizes .
To get the originally specified " Input connection type " connection, you could add a suitable plate to Home > Project Settings > Fabricator > Standard Fabricator Connections > Plates . Or you could uncheck the box for " Use miscellaneous plates list ." Or you could remove all entries from the " Preferred Plate Sizes " list.
Before attempting to fix this connection, see the warnings .
Suitable turnbuckle capacity not found: This end connection failure message applies to rod bracing. Rod braces may be designed when a round bar is entered as the vertical brace " Section size " and the brace " Input connection type " is ' Vbrc Plate ' or ' User defined '. Connection design locks for rod bracing are found in the " Brace Connection To Gusset " leaf.
The failure message may be emitted due to the " Tension load " being greater than the capacity of the turnbuckle being used. The " Turnbuckle index " sets the primary turnbuckle that is used. If a secondary turnbuckle is used, that same " Turnbuckle index " sets the secondary turnbuckle size. The " Capacity " of a turnbuckle is defined in the local shape file. Assuming that the " Tension load " is what you want and that all lockables in the "
Before attempting to fix this connection, see the warnings .
Suitable turnbuckle size not found: This end connection failure message applies to rod bracing. Rod braces may be designed when a round bar is entered as the vertical brace " Section size " and the brace " Input connection type " is ' Vbrc Plate ' or ' User defined '. Connection design locks for rod bracing are found in the " Brace Connection To Gusset " leaf.
This failure message may be emitted when connection design is unable to find a turnbuckle (" Turnbuckle index ") that will work for the specified rod brace diameter. The rod brace diameter is set by the round bar that is entered as the vertical brace " Section size ." You might, for example, get this failure message if you have specified a metric " Section size " and there are no metric turnbuckles in the local shape file. To clear this message, you may be able to change the " Section size " or add a new turnbuckle to the local shape file .
Before attempting to fix this connection, see the warnings .
Suitable W brace flange/web claw angle not found: You get this connection failure message when connection design cannot create a gusset plate on a wide flange vertical brace because an angle section that will work for this connection is unavailable in the local shape file .
To get the originally specified " Input connection type " connection, you could add the angle you need using Shapes Properties . Or you could change to a different vertical brace " Section size ." Or you could lower the governing "
Before attempting to fix this connection, see the warnings .
Supporting beam must have clip L / shear / end pl connection: You get this connection failure message when connection design cannot create a brace to beam and column gusset plate because the beam to which the brace is connecting has a connection other than a shear plate or end plate or clip angle and, therefore, connection design is unable to determine what type of connection to use to connect the vertical brace to the column. Normally for a brace to beam and column, connection design applies the same type of connection (shear plate or end plate or clip angle) to both the beam-to-column and brace-to-column interface.
To get the originally specified " Input connection type " connection (' Vbrc plate ' or ' User defined ') on the vertical brace, you need to change the " Input connection type " on the supporting beam to a ' Clip angle ' or ' Shear plate ' or ' End plate '.
Before attempting to fix this connection, see the warnings .
Supporting member bearing strength exceeded:
| No longer applies! |
This connection failure message has been replaced by " Bolt bearing strength on OSL/Supporting member exceeded ."
Supporting member flange/web bending strength exceeded:
| No longer applies! |
This connection failure message has been replaced by " Supporting web/flg overstressed by axial load ." (see below)
Supporting member stiffener shear strength exceeded: This connection failure message occurs when the stiffener thickness is not thick enough to handle the shear placed in the stiffener. This is specifically in reference to the Limit State check of 'Transverse stiffener shear (Calculation 465)'.
To fix this error, the user can increase the thickness of the stiffener. If the stiffener is locked to a length that is not full depth, the length of the stiffener can also be increased.
Supporting member width is too narrow for connection: This connection failure message occurs when the brace member is wider than the supporting member face.
To fix this error the user can either force the connection or switch to a smaller section size for the HSS brace.
Supporting web/flange checks not supported for multi-brace connections: This connection failure message indicates that multiple welded braces connecting to a supporting wide flange on the same side of the supporting member overlap each other and the option for "Use transverse support stiffener" is NOT set to Never.
To fix this error, the user can either force the connection or set the option for "Use transverse support stiffener" to Never, which results in the supporting member design checks being removed.
Supporting web/flg overstressed by axial load: This connection failure message indicates that the supporting member's web or flange is overstressed due to brace's " Tension load " or " Compression load ."
To get the originally specified " Input connection type ," you could lower the tension or compression "
For a vertical brace to a column web, if the " Gusset to supporting member " is set to ' Welded ', then changing that option to ' Clip angle ' may relieve the stress on the web and clear this failure message.
Another possible way to clear this message for a vertical brace welded to a column web is to increase the " Maximum web stiffener thickness " that is entered in Home > Project Settings > Fabricator > Detailing > Member Detailing Settings > the " Vertical Braces " section.
For a vertical brace gusset welded to a beam or column web, another alternative is to set " Check supporting member web stress " under "
Before attempting to fix this connection, see the warnings .
Support member web crippling strength exceeded: You get this connection failure message when connection design cannot create a gusset plate on a vertical brace under compression load that is welded to a beam or column flange because crippling will occur in the web of the supporting member.
The best remedy is to provide stiffeners in the supporting member.
Another fix is to provide a longer gusset plate so that the load is distributed over a greater area. To get the originally specified " Input connection type " connection, you might, for example, increase the " Input minus dimension " to cause a longer gusset plate to be designed.
Before attempting to fix this connection, see the warnings .
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- T -
2 & 3 point braces must have the same conn type: You get this connection failure message when connection design cannot create a shared gusset for two braces or three braces because at least one brace has a different brace-to-gusset connection than another brace (or braces) that share the gusset.
To get the originally specified " Input connection type " connection, make the brace-to-gusset connection the same for all three braces.
| Brace Material Type | Brace-To-Gusset Connection |
| pipe , tube | " Pipe/tube end-fitting " |
| wide flange , S shape , welded plate wide flange | " Connection arrangement " |
| W tee | " Stem orientation " |
Before attempting to fix this connection, see the warnings .
2 and 3 point braces must have the same orientation: You get this connection failure message when connection design cannot create a shared gusset because this wide flange vertical brace does not have the same " Web orientation " as the other wide flange vertical brace at the K juncture.
To get the originally specified " Input connection type " connection, change the " Web orientation " of this brace or the other brace so that both braces have the same orientation.
Before attempting to fix this connection, see the warnings .
2 & 3 point brace gussets require a common hole type: You get this connection failure message when connection design cannot create a shared gusset for two braces or three braces because different hole types are specified for the brace-to-gusset interface.
To get the originally specified " Input connection type " connection, make sure that the box for " Use OS gusset holes " is either checked or not checked on all of the braces involved in the connection.
Before attempting to fix this connection, see the warnings .
3 point gusset cannot be bolted to support: You get this end connection failure message when connection design cannot create a shared gusset for three braces because a bolted clip angle has been specified for connecting the gusset to the supporting member.
To get the originally specified " Input connection type " connection, try changing the " Gusset to supporting member " to ' Welded ' for all three of the braces.
Before attempting to fix this connection, see the warnings .
Type of welded connection not supported: This end connection failure message applies when the vertical brace's " Input connection type " connection type is ' Welded '.
For example, you might get this failure message when an angle vertical brace brace is a double-angle (" Double material ") and frames to a chord member (beam) whose " Section size " is something other than W tee or S tee. Changing the beam's section size could potentially clear the failure message.
Before attempting to fix this connection, see the warnings .
page 1 | contents | failure messages | vertical brace edit | top
- U -
Unsupported connection type: You get this connection failure message when connection design cannot create an " Input connection type " connection on this end of the vertical brace due to the brace's framing situation or because the Vertical Brace Edit window specifies a connection that connection design does not support.
You may want to review the 3D model to evaluate the framing situation. Also review the " Connection specifications " that have been entered and the " Section size " of the vertical brace and the " Section size " of the supporting member.
Before attempting to fix this connection, see the warnings .
Unsupported cruciform web checks: A vertical brace connection to a cruciform member is permitted. However, connection design does not do the web checks for such a connection.
Setting
Before attempting to fix this connection, see the warnings .
User base/cap plate too narrow for gusset weld: This failure message applies when a vertical brace frames to a column with a cap plate or base plate that is a ' User base/cap plate ' from the Base/Cap Plate Schedule . It indicates that connection design is unable to weld the gusset plate to the base/cap plate because the base/cap plate does not provide sufficient surface area.
If the base plate were an auto base/cap plate, connection design could increase the size of the plate to accommodate a longer weld.
One way to fix this problem and get the connection you want is to apply a different user base/cap plate that extends out a greater distance past the column and thus will allow connection design to generate a longer weld. User base/cap plates are applied to a column's end by making an entry it to " Plate schedule number " on the Column Edit window.
Before attempting to fix this connection, see the warnings .
User slot length is larger than maximum allowed: This error message may occur on a system (non-user) vertical brace gusset clip connection whose Vertical Brace Edit window's " Hole type supported " or " Hole type supporting " is set to " Auto " with the setup " Hole type supported " or the setup " Hole type supporting " set to ' 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: Your standard practice in your current Job is to set the " NM bolt diameter " to ' 3/4 ' inch. In Home > Project Settings > Fabricator > Member Detailing Settings > the " Vertical Braces " tab, you enter a " Hole type supported " (or a " Hole type supporting ") of ' User slot 1 '. at Home > Project Settings > Job > User Slot Lengths , for ' 3/4 ' inch bolts, you enter a user " Slot #1 " length of ' 2 ' inches. On the Vertical Brace Edit window, you set " Hole type supported " or " Hole type supporting " to "
Possible fixes: You could change the offending entry at Home > Project Settings > Job > User Slot Lengths to a length that is less than or equal to the maximum specified in Table J3.3 or Table J3.3M. However, if you want to keep that setup length as it is, you can instead change the " Hole type supported " (or " Hole type supporting ") to a different type, such as ' Short slot ' or ' Standard round '.
Before attempting to fix this connection, see the warnings .
page 1 | contents | failure messages | vertical brace edit | top
- V -
Variable row spacing specifies too many rows: This connection failure message can apply to a vertical brace to a beam & column. It can be generated when a user has entered variable row spacing to " Vertical hole spacing " in the " Shear Tab " leaf, or to " Row spacing " in leaves named " End Plate " or " NS/FS Clip Conn1 ."
| 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 last spacing -- 3 -- is repeated 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 " or " Row spacing ."
To clear this failure message and get a connection, try entering a " Vertical hole spacing " that requires fewer holes. Alternatively, you could unlock (
Before attempting to fix this connection, see the warnings .
Vertical brace to gusset/conn. plate weld strength exceeded: This failure message applies when the " Input connection type " is ' Vbrc plate ' or ' User defined ', and the vertical brace " Section size " is an wide flange, S shape or welded plate wide flange, and the brace's " Web orientation " is ' Vertical ', and the brace's " Connection arrangement " for the appropriate end is ' Paddle plates '. The message may be generated for any " Connection design method ." It indicates that the strength of the weld connecting a paddle plate to the gusset plate has been exceeded.
| Framing Situation | Leaf with Relevant Locks |
| vertical brace to beam | Brace Conn To Gusset Wide Flange Paddle |
| vertical brace to column | Brace Conn To Gusset Wide Flange Paddle |
| vertical brace to beam & column | Brace Conn To Gusset Wide Flange Paddle |
| vertical brace 2- or 3-point, to a beam | Brace Conn To Gusset Wide Flange Paddle |
| vertical brace 2- or 3-point, to a column | Brace Conn To Gusset Wide Flange Paddle |
| to column and base/cap plate | Brace Conn To Gusset Wide Flange Paddle |
The connection failure message may be generated due to user-made entries to locked (
Assuming that the " Tension load " and " Compression load " are to engineering specifications, the best way to clear the failure message is to increase the weld size or weld length. Or you could unlock (
Before attempting to fix this connection, see the warnings .
Vert brace K gusset weld design failed: You get this connection failure message when connection design cannot create a vertical brace shared K plate because the " Tension load " or " Compression load " on the brace are too high for a weld of sufficient strength to be designed.
To get the originally specified " Input connection type " connection, you could lower the governing "
Before attempting to fix this connection, see the warnings .
page 1 | contents | failure messages | vertical brace edit | top
- W -
W brace to sloping beam is not supported: You get this connection failure message when connection design cannot create a gusset plate on a wide flange vertical brace to a sloping beam and perfectly vertical column (or to a non-sloping beam and a sloping column). Connection design cannot create a gusset plate for these situations.
If you want a gusset plate for a brace in this situation, you should change the connection to a plain end and design the connection yourself using Modeling material modeling operations or, if an assembly has been designed, use Model > Assembly > Add .
Before attempting to fix this connection, see the warnings .
Weld is greater than maximum: This applies to vertical brace gusset plates and to vertical brace welded connections.
Vertical brace gussets: Connection design has determined that, due to the load on the vertical brace, the gusset plate requires a weld that is larger than the beam web will support. Possible ways to get a ' Vbrc plate ' connection are to specify a beam " Section size " with a heavier web, or to lower the governing "
Vertical brace welded connections: If ' Welded ' is the " Input connection type " on this vertical brace, this error occurs because the " Connection weld size " in Welded Connection Settings is greater than is the maximum weld size allowed. Lowering the " Connection weld size " may get you a connection.
Before attempting to fix this connection, see the warnings .
Weld size is less than minimum required: This applies when ' Welded ' is the " Input connection type " on this vertical brace. It indicates that the " Connection weld size " in Welded Connection Settings is less than connection design has determined is required.
To get the originally specified " Input connection type " connection, try increasing the " Connection weld size ."
Before attempting to fix this connection, see the warnings .
Weld strength to supporting member exceeded: This connection failure message may apply when the vertical brace end's " Input connection type " is ' Vbrc plate ' or ' User defined ' and " Gusset to supporting member " is ' Welded '. It applies to any vertical brace gusset plate that welds to a supporting beam or column in the following framing situations:
The connection failure message may be generated due to a user-made entry to the locked (
Assuming that the vertical brace's " Tension load " and " Compression load " are to engineering specifications, generally the best way to clear this failure message is to unlock (
Before attempting to fix this connection, see the warnings .
WF brace flg is too narrow for connection: You can get this connection failure message when connection design cannot create a gusset plate on a wide flange vertical brace (web vertical) when, in " Connection specifications ," the " Connection arrangement " is ' Standard connection ' and " Flange connection type " is ' Flange claw angles '. The failure message indicates that the flanges of the vertical brace are too narrow for claw angles.
To get the originally specified " Input connection type " connection, try using a " Section size " with a larger flange.
Alternatively, you might try switching the " Flange connection type " to ' None ' and the " Web connection type " to either ' Web plates ' or to ' Channel '.
Before attempting to fix this connection, see the warnings .
WF brace is too small for connection: You get this connection failure message when connection design cannot create a gusset plate on a wide flange vertical brace (web vertical) whose " Connection arrangement " is set to ' Standard connection '. The failure message indicates that the brace is not deep enough for a web plate or web channel connection.
To get the originally specified " Input connection type " connection, try using a " Section size " that has greater depth.
Alternatively, if the " Web connection type " is set to ' Channel ', you might try switching to ' Web plates '.
Before attempting to fix this connection, see the warnings .
Wide flange brace needs to have flange or web connections: You can get this connection failure message when the vertical brace " Section size " is a wide flange, its " Input connection type " is ' VBrc plate ' or ' User defined ', and connection design cannot reconcile choices made in " Connection specifications ."
For example, if in "
Before attempting to fix this connection, see the warnings .
WTee brace is too small for connection: You get this connection failure message when connection design cannot create a gusset plate because the W tee brace is too small to be bolted to the gusset.
To get the originally specified " Input connection type " connection, try using a larger " Section size ." Or you may be able to use a smaller " NM bolt diameter ."
For a W tee vertical brace whose " Stem orientation " is ' Vertical ', changing the " Connection type " from ' Web plates ' to ' Coped flange ' can potentially clear this failure message.
Before attempting to fix this connection, see the warnings .
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