For a SidePlate^® or SidePlate PLUS connection to be constructed, there must be adequate room for the flanges of the beam to fit in between the side plates that are attached to the flanges of the column. To ensure that a compatible beam is chosen for a given column size, follow the guidelines below illustrated in Figure E1.

• Geometric Compatibility - b_bf + 1” ≤ b_cf

Figure E1 - Partial SidePlate Connection Showing Geometric Compatibility

Maximum steel economy is achieved when every base condition would be completely fixed. It is important to consider the base detailing at a building before deciding how to model it. See the below matrix of advantages and disadvantages for each:

A penthouse structure is meant to be an unoccupied space (likely for mechanical purposes) at the uppermost level of a structure. Per the IBC Section 1509.2, if a penthouse’s area is greater than 1/3 of the area of the story below, it is considered a story. If a structure has a penthouse level that does not meet these requirements (either it is occupied or it is greater than 1/3 the area), it should be considered a story. The uppermost story may use an alternate lateral system provided it meets the requirements of the code. It is important to note the exceptions to Table 12.2-1 in ASCE 7-10. If Special Moment Frames are selected as the lateral system for the penthouse level, the columns should be continuous to the base of the building.

Cantilevers can be used at SidePlate and SidePlate PLUS connections whether they are framing into the face of the side plate or the moment frame column flange. In order to ensure that the best solution is provided and the detailing is clear, please coordinate these connections with a SidePlate Engineer. Typical cantilever details fall into two main categories – those that are perpendicular, or run through the SidePlate connection, and those that are in-plane, or opposite of a one-sided SidePlate connection at the end of the frame, as illustrated in Figure E2.

In Plane / Parallel
In-plane or parallel cantilever connections occur at the end of a moment frame. These cantilever stubs often use complete joint penetration (CJP) welding of the beam flange to the column flange and rely on continuity plates between the column flanges. This configuration can often be used without interacting with the SidePlate connections.

Out of Plane / Perpendicular
Out of plane or perpendicular cantilever connections may occur at any point along the moment frame. Where these connections occur at either SidePlate connection on the column, the gravity forces are included in the SidePlate connection design. If accurate cantilever and backspan beam sizes and geometry are not included in the analysis model, these should be coordinated with a SidePlate Engineer ensure adequate connection designs.

Figure E2 - Gravity Cantilever Plan

Below are two typical examples of how gravity cantilevers can interact with a SidePlate connection. Figure E3 shows a bypass detail for heavy cantilevers. This detail does not have an impact to the design of the side plates or welds. Figure E4 shows a light cantilever directly welded to the side plate.  When using this detail, SidePlate calculations are provided for the additional load, and sometimes the side plate thickness and welds are increased accordingly. When these cantilevers are included in the analysis model, SidePlate can extract the gravity member sizes and loading directly.  In cases where they are not included in the model, loading and geometry should be provided for accurate design. 

Figure E3 - Bypass Cantilever with SidePlate Example

Figure E4 - Light Cantilever with SidePlate Example

Drags can be designed at SidePlate and SidePlate PLUS connections whether they are framing into the face of the side plate or the moment frame column flange. In order to ensure that the best solution is provided and the detailing is clear, please coordinate these connections with a SidePlate Engineer. Typical drag details fall into two main categories – those that are perpendicular, or run through the SidePlate connection, and those that are in-plane, or opposite of a one-sided SidePlate connection at the end of the frame, as illustrated in Figure E5.

In Plane / Parallel
In-plane or parallel drag connections occur at the end of a moment frame. These connections typically connect directly to the column flange, and can often be used without interacting with the SidePlate connections. If you require top flange welded drag connections with our standard configuration, you may want to coordinate with a SidePlate Engineer to integrate the continuity plate by using a 1" horizontal shear plate {D}, as shown in Figure E6.

Out of Plane / Perpendicular
Out of plane or perpendicular drag connections occur at the column. The geometry and lateral forces are included in the SidePlate connection calculations, and a drag plan including final member sizes and design level loading should be provided to a SidePlate Engineer prior to completion of the final connection designs.  Heavy drag loads are top flange welded, similar to the cantilever condition shown in Figure E3 above. This configuration does not have an impact to the side plates or welds. Figure E7, below, shows a light drag with a shear tab welded directly to the side plate.  When using this detail, SidePlate calculations are provided for the additional load, and sometimes the side plate thickness and welds are increased accordingly.

Figure E5 - Gravity Drag Beam Plan

Figure E6 - In Plane Drag with SidePlate PLUS Standard Configuration Example

Figure E7 - Shear Tab Drag with SidePlate PLUS Example