Design Settings

Design method

Connection design method: ASD 16 or ASD 15 or ASD 14 or ASD 13 or ASD 9 or LRFD 16 or LRFD 15 or LRFD 14 or LRFD 13 or LRFD 3 or CISC 12 or CISC 11 or CISC 10 or CISC 9 or CISC 8 or EUROCODE 3 or EUROCODE 3 UK or CHINA GB50017-2003 or INDIA IS800-2007. The method that you select affects connection design, during which system connections are designed.

Method	Design Specifications
ASD 16	AISC Steel Construction Manual, Sixteenth Edition
ASD 15	AISC Steel Construction Manual, Fifteenth Edition
ASD 14	AISC Steel Construction Manual, Fourteenth Edition
ASD 13	AISC Steel Construction Manual, Thirteenth Edition
ASD 9	AISC Manual of Steel Construction, Allowable Stress Design, 9th Edition
LRFD 16	AISC Steel Construction Manual, Sixteenth Edition
LRFD 15	AISC Steel Construction Manual, Fifteenth Edition
LRFD 14	AISC Steel Construction Manual, Fourteenth Edition
LRFD 13	AISC Steel Construction Manual, Thirteenth Edition
LRFD 3	Manual of Steel Construction, Load and Resistance Factor Design, 3rd Edition
CISC 12	CISC Handbook of Steel Construction, Twelfth Edition
CISC 11	CISC Handbook of Steel Construction, Eleventh Edition
CISC 10	CISC Handbook of Steel Construction, Tenth Edition
CISC 9	CISC Handbook of Steel Construction, Ninth Edition
CISC 8	CISC Handbook of Steel Construction, Eighth Edition
AS 4100	Standard for Steel Structures, AS4100 -- 1998
Eurocode 3	Eurocode 3: Design of steel structures
Eurocode3 UK
CHINA GB50017 - 2003	Code of Design of Steel Structures, GB-50017-03
INDIA IS800-2007	Indian Standard, General Construction In Steel -- Code of Practice, Third Edition, IS 800: 2007

Note: AISC stands for American Institute of Steel Construction. CISC stands for Canadian Institute of Steel Construction. AS 4100 is the Connection design method used in Australia.

Report Writer: Member.LeftEnd.MoreEnd.DesignMethod

Design method for moment connections: Elastic or Plastic. This applies when ASD9 is the Connection design method. The other design methods use the plastic moment capacity.

Effect on 3D modeling: The choice made here affects the calculated design moment applied during connection design of a moment connections when Auto is selected as the Moment load on the Beam Edit window. The percentage entered (below) to Base beam design moment on % of maximum allowable moment is applied to either the beam's Elastic or Plastic moment strength, depending on the choice made here.

Imperial moment load: kip-in or kip-ft. This applies when the primary dimension Units are set to one of the choices for Imperial....

Moment load on the Beam Edit window:

kip-in

kip-ft

Select kip-in if you want to enter the Moment load for a beam connection in kip-in. This also affects the Auto value for Moment load and the value (and units) that are shown on the Connection Design Calculations Report or Expanded Connection Design Calculations Report or on beam details when you choose to Show design loads on details.

Select kip-ft if you want to enter the Moment load for a beam connection in kip-ft. If the engineer specifies moment loads in kip-ft, choosing kip-ft lets you input the exact value that the engineer specifies, instead of your having to first divide the specified value by 12.

Note: 1 kip-ft = 12 kip-in.

To convert kip-ft to kip-inches, multiply the kip-ft value by 12 in/ ft. For example, 150.3 kip-ft x 12 in/ft = 1803.6 kip-in.

Design non-standard single plate shear connections: or .

If this box is checked ( ), the design check for shear plates is turned off. This causes connection design to not fail shear plates that are thicker than what your selected design method specifies. If the thickness specified for a particular nominal depth in the Single Plate Shear Connection Schedule of Minimums is greater than that allowed by the design method you are using, then this box must be checked in order for a plate of that thickness to be designed.

If the box is not checked ( ), connection design applies the design check and fails single plate shear connections that do not meet it. For more information about the specification for single plate shear connections, please refer to the Manual listed below for your selectedConnection design method.

AISC:

• AISC Steel Construction Manual, 16th Edition, pages 10-49 through 51

• AISC Steel Construction Manual, 15th Edition, pages 10-88 through 90

• AISC Steel Construction Manual, 14th Edition, pages 10-103 through 104

• AISC Steel Construction Manual, 13th Edition, pages 10-102 through 103

• AISC Manual of Steel Construction: Load & Resistance Factor Design, 3rd Edition, page 10-113

• AISC Manual of Steel Construction: Allowable Stress Design, 9th Edition, page 4-52

CISC:

• CISC Handbook of Steel Construction, 12th Edition, page 3-76

• CISC Handbook of Steel Construction, 11th Edition, page 3-76

• CISC Handbook of Steel Construction, 10th Edition, page 3-70

• CISC Handbook of Steel Construction, 9th Edition, page 3-70

• CISC Handbook of Steel Construction, 8th Edition, page 3-70

• Maximum thickness = 0.5 * bolt diameter + 2 mm

Eurocode:

• Joints in Steel Construction: Simple Joints to Eurocode 3, Section 5.3

• Maximum thickness = 0.5 * bolt diameter for S275

• Maximum thickness = 0.42 * bolt diameter for S355

IS 800:

• Joints in Steel Construction: Simple Joints to Eurocode 3, Section 5.3

• Maximum thickness = 0.5 * bolt diameter for Fy < 280 MPa

• Maximum thickness = 0.42 * bolt diameter for Fy <= 280 MPa

• Note: This is per regional engineering guidance since IS 800 does not have a specification.

AS 4100:

• Australian Institute of Steel Construction: design of structural connections, 4th Edition, Section 4.5.2

• Maximum thickness = min(tw + 1 mm, 10 mm)

Note 1: A Search for Non-Standard Single Plate Shear Connections can be used to get a list of all beams with non-standard single plate shear connections. From this list, you can open individual Beam Edit windows.

Note 2: Regardless of whether or not this box is checked, connection design uses the Single Plate Shear Connection Schedule of Minimums to determine the minimum thickness of a shear plate.

Design non-standard welds for single plate shear connections: or .

If this box is checked ( ), connection design disregards the weld size specification for your selected connection design method (referenced below) and generates a weld size based on the Shear load only.

If the box is not checked ( ), connection design applies the weld size specification for your selected connection design method. For more information about the specification for single plate shear welds, please refer to the Manual listed below for your selected connection design method.

AISC (13th-16th):

• AISC Steel Construction Manual, 16th Edition, page 10-49

• AISC Steel Construction Manual, 15th Edition, page 10-87

• AISC Steel Construction Manual, 14th Edition, page 10-102

• AISC Steel Construction Manual, 13th Edition, page 10-101

• weld size >= 0.625 * tab thickness

LRFD 3rd and ASD 9th:

• Astaneh, 1989 AISC Proceedings, page 3-9

• weld size >= 0.75 * tab thickness

CISC:

• CISC Handbook of Steel Construction, 12th Edition, page 3-76

• CISC Handbook of Steel Construction, 11th Edition, page 3-76

• CISC Handbook of Steel Construction, 10th Edition, page 3-70

• CISC Handbook of Steel Construction, 9th Edition, page 3-70

• CISC Handbook of Steel Construction, 8th Edition, page 3-70

• weld size >= 0.75 * tab thickness

Eurocode:

• Joints in Steel Construction: Simple Joints to Eurocode 3, page 116

• weld throat thickness >= 0.5 * fin plate thickness for S275

• weld throat thickness >= 0.6 * fin plate thickness for S355

IS 800:

• Joints in Steel Construction: Simple Joints to Eurocode 3, page 116

• weld throat thickness >= 0.6 * tab thickness

AS 4100:

• Australian Institute of Steel Construction: design of structural connections, 4th Edition, Section 4.5.2

• Weld is sized to have greater moment capacity than the web plate

Design non-AISC single angle connections: or . This applies when the Connection design method is ASD16 or LRFD16 or ASD15 or LRFD15 or ASD14 or LRFD14 or ASD13 or LRFD13 or ASD 9 or LRFD 3. It applies to the design of single-angle connections (Side = Near side or Far side).

Page 10-133 of the AISC 14th Edition stipulates the following:

Single-Angle Connections
Minimum Angle Thickness	Bolt Diameter
3/8 inch (9.5 mm)	3/4 inch (28 mm)
	7/8 inch (22 mm)
1/2 inch (12 mm)	1 inch or greater (24 mm or greater)

If this box is checked ( ), then connection design will allow angles with a minimum thickness of 1/4 inch to be designed for a bolt diameter when such an angle has been specified in the Single Clip Angles Bolted OSL or All-Bolted, Single Angle or Single Clip Angles Welded OSL clip angle configuration. This also permits 5/16 inch angles to be used.

If the box is not checked ( ), then connection design will use the minimum thicknesses that are listed on page 10-133 of the AISC 14th Edition manual. A single-angle connection that uses 1/4 inch or 5/16 inch angles can fail with the message: Angle thickness less than minimum required by AISC.

Design non-AISC end plate thickness: or . This applies when the Connection design method is ASD16 or LRFD16 or ASD15 or LRFD15 or ASD14 or LRFD14 or ASD13 or LRFD13 or ASD 9 or LRFD 3.

If this box is checked ( ), then connection design will not apply the AISC maximum thickness limit to a non-moment end plate. Per ASD 9th, the maximum thickness for a shear end plate is 3/8 inch (page 4-4). For all other AISC connection design methods, the maximum is 5/8 inch.

If the box is not checked ( ), then connection design will apply the AISC maximum thickness limit to a non-moment end plate. For end plates subjected to high loads, the connection failure message End plate thickness is greater than maximum may result.

Design non-AISC axially loaded clip angle connections: or . This applies when the Connection design method is ASD16 or LRFD16 and the connection is axially loaded. A beam connection is considered axially loaded when the beam member's Tension load and/or Compression load have a value greater than 0, or possibly when Add gusset-beam interface forces to beam is checked on ( ) in Design Settings and a vertical brace member connects to the beam.

If this box is checked ( ), connection design will not adhere to AISC 16th edition recommendations (page 12-5) and will allow clip angles to be less than 3/8 inch thick.

If the box is not checked ( ), connection design will apply a minimum thickness of 3/8" for clip angle connections with axial loads. If the thickness is less than 3/8 inch, the design will fail with the message Angle thickness less than the minimum recommended by AISC.

Always provide stabilizer plates: or . This applies when ASD14 or LRFD14 is the Connection design method. Per the "Requirement for Stabilizer Plates" specified on page 10-105 of the AISC 14th Edition, "...stabilizing plates are not required when the required shear strength, Ru or Ra, respectively, is equal to or less than the available strength to resist lateral displacement ..."

Always provide ...

Always provide ...

If this box is checked ( ), connection design will always provide stabilizer plates for extended single-plate connections, even if they are not required to resist lateral displacement of the beam.

If the box is not checked ( ), connection design will design the connection without stabilizer plates when stabilizer plates are not required.

Also see: Stabilizer plates may be designed for shear Plate connections to a column web when the option to Extend past flange is checked.

Design non-CISC welds on rolled edges: or . This applies when CISC 8 or CISC 9 or CISC 10 is the Connection design method.

If this box is checked ( ), connection design determines the maximum fillet weld size on a rolled edge as if it were a sheared edge. See page 6-172 of the CISC Ninth Edition.

If the box is not checked ( ), connection design uses the rule "Effective size = D - 1/4 when D = t" to set the maximum fillet weld size on a rolled edge. See page 6-173 of the CISC Ninth Edition.

Design non-CISC end plate thickness: or . This applies when CISC 8 or CISC 9 or CISC 10 or CISC 11 or CISC 12 is the Connection design method. It applies to shear end plates (non-moment end plates).

Page 3-66 of the CISC 10th Edition suggests the following:

"For practical reasons it is suggested that the minimum thickness of the end-plate be 6 mm, and for adequate flexibility, that the maximum thickness be limited to 10 mm."

If this box is checked ( ), connection design disregards the above-quoted suggestion and will, if needed, design a shear end plate that is thicker than 10 mm. For end plates that exceed the 10 mm thickness limitation, the Connection Design Calculations Report and the Expanded Connection Design Calculations Report will feature a call for additional engineering review such as the following: "Connections with Fy > 248 MPa, or more than 12 bolt rows, or bolt dia. > 26 mm, or thickness > 10 mm require engineering investigation."

If the box is not checked ( ), connection design will not design an end plate that is thicker than 10 mm. Consequently, the connection may fail with a message such as End plate thickness is greater than maximum.

Use alternate weld pattern for single sided clip angle: or . This applies when CISC 8 or CISC 9 or CISC 10 or CISC 11 or CISC 12 is the Connection design method.

Use alternate weld pattern...

Use alternate weld pattern...

If this box is checked ( ), connection design uses a weld pattern like that shown in Fig. 10-13 (c), p10-132, AISC Fourteenth Edition, where the weld return on the top of the angle is per Section J2.2b, which requires that the length of a weld be at least the thickness of the connecting material.

If the box is not checked ( ), connection design uses a weld pattern like that shown on p 3- 69 in Table 3-40 of the CISC Tenth Edition, where the weld runs along the full width of the top edge of the angle leg that welds to supporting member.

Use alternate eccentricity for extended shear tabs: or . This option can be used to configure connection design calculations when Use alternate eccentricity is set to Automatic in the Connection specifications for an Extend past flange shear connections on the Beam Edit window or at Home > Project Settings > Job > Connections > User Defined Connections or Home > Project Settings > Job > Connections > Auto Standard Connections. It applies when ASD13 or LRFD13 or ASD14 or LRFD14 or ASD15 or LRFD15 or ASD16 or LRFD16 is the Connection design method. Per the AISC 13th Edition, p 10-103 and AISC 14th Edition, p 10-104, "Alternate considerations of the design eccentricity are acceptable when justified by rational analysis. For example, see Sherman and Ghorbanpoor (2002)."

The two connection design calculation reports notify you when the alternate eccentricity calculation has been used.

If this box is checked ( ), connection design uses the alternate method prescribed by Sherman and Ghorbanpoor (2002) for calculating eccentricity. In the Connection Design Calculations report or Expanded Calculations report, you will get a note that the Alternate eccentricity calculation has been used or that the Alternate eccentricity calculation is not applicable to this connection.

If this box is not checked ( ), connection design uses the standard method for calculating eccentricity.

Always base shear tab design on flexible support condition: or .

If this box is checked ( ), shear connections are designed on a flexible support condition, which is a more conservative design assumption than a rigid support condition. See the table below to see how this option applies to your project's selected Connection design method.

If the box is not checked ( ), connection design automatically determines the support condition based on the framing situation, design method, and material type selection. See the table below to see how this option applies to your project's selected Connection design method.

Design Method	Single-Plate Shear Connections	Shear Tee Connections
ASD16	Flexible Only	Flexible Only
LRFD16	Flexible Only	Flexible Only
ASD15	Flexible Only	Flexible or Rigid
LRFD15	Flexible Only	Flexible or Rigid
ASD14	Flexible Only	Flexible or Rigid
LRFD14	Flexible Only	Flexible or Rigid
ASD13	Flexible Only	Flexible or Rigid
LRFD13	Flexible Only	Flexible or Rigid
CISC12	Flexible or Rigid	Flexible or Rigid
CISC11	Flexible or Rigid	Flexible or Rigid
CISC10	Flexible or Rigid	Flexible or Rigid
CISC9	Flexible or Rigid	Flexible or Rigid
CISC8	Flexible or Rigid	Flexible or Rigid

When the table cell shows connection design follows the option ( or ) selected above to design the connection on a flexible support condition or rigid support condition.

When the table cell shows connection design will always design the shear connection on a flexible support condition.

Round cut dimensions: 1 mm or 5 mm. This applies when the primary dimension Units are set to Metric. It sets the rounding method that connection design will apply when setting the lengths and widths of shear plates, bent plates, end plates, auto base/cap plates, stiffener plates, etc.

1 mm instructs connection design to round plate lengths and widths up to the nearest millimeter. Canadian users of SDS2 programs may prefer this option.

5 mm instructs connection design to round plate lengths and widths up to the nearest 5 millimeter increment. This is generally the preferred choice for European users of SDS2 programs.

Also see: Round cut dimensions in the Create New Project window sets the choice made here at the time you create a new Job. Home > Project Settings > Fabricator > Standard Fabricator Connections > Preferred Plate Sizes lets you set the thickness of the various plates whose lengths and widths are affected by the choice made here.

Allow 8 mm welds on 9.5 mm (3/8 inch) thick material: or . This applies when CISC 8 or CISC 9 or CISC 10 or CISC 11 or CISC 12 is the Connection design method. The option is available when Home > Project Settings > Fabricator > Detailing > Drawing Presentation > Primary Dimensions > Units is set to Metric (mm).

Maximum Size of Weld The maximum fillet weld size, Dmax, recommended by good practice along a sheared edge is: Dmax = t             when t < 6 mm Dmax = t - 2       when t >= 6 mm

CISC Tenth Edition, p 6-172

If this box is checked ( ), a maximum weld size of 8 mm is permitted for welding a material whose thickness is 9.5 mm (3/8 inch).

If the box is not checked ( ), the maximum fillet weld size permitted for welding 9.5 mm thick material is 7 mm (t - 2) per the CISC recommendation quoted above.

Beam design loads

Beam shear

End reaction uniform allowable load: Uniform allowable load or Maximum web shear and a percentage.

First select whether you want connection design to calculate the Uniform allowable load or the Maximum web shear. Then enter the percentage you want connection design to multiply this amount by. Connection design uses the selected method and the percentage entered to calculate the design reaction at each end of a beam. This reaction is calculated from the section size properties. The design reaction, in turn, determines the strength of the connection and the Auto Shear load reported on the Beam Edit window.

Example: To Beam design reaction, you select Uniform Allowable Load and enter a percentage of 60. For a W18x50, steel grade A572-50, 28 ft span beam, connection design calculates a uniform allowable load of 70 kips. It multiplies this total load by 60% and enters the resulting value of 42 kips as the Auto Shear load on the Beam Edit window.

From the Design Procedure and Notes: The uniform allowable load is the distributed load which causes a simply supported beam of the same length as the member to yield in flexure at the beam's midspan. The maximum web shear is calculated in accordance with Section G2.1 (ASD or LRFD) or Clause 5.11 (AS 4100) or Clause 13.4.1.1 (CISC).

Minimum setup connection: or . This applies when Automatic is selected for Minimum setup connection under Connection type on the Beam Edit window or Horizontal Brace Edit window or Vertical Brace Edit window.

If this box is checked ( ), connection design uses a minimal value for the loads that are set to Auto and thus creates a connection on that end of the member with the minimum number of bolt rows, the minimum plate thickness, etc. In the Loads leaf of any affected Beam/Brace Edit window, a green banner notifies you that the connection has been designed with the Minimum setup connection capacity.

If the box is not checked ( ), connection design calculates Auto loads based on entries made to End reaction uniform allowable load (for beam connections) or Base beam design moment on (for moment connections) or Percent of allowable tension load (for brace connections) or Percent of allowable compression load (for brace connections).

Reports: The Connection Design Calculations Report and Expanded Connection Design Calculations Report provide the connection strength for various limit states in either case.

Beam moment

Flange force load factor for moment connection to column flange: A factor from 1 to 2. Refer to AISC specification K1.2 in the Manual of Steel Construction, Allowable Stress Design, 9th Edition. This only applies when ASD9 is the selected Connection design method.

Base beam design moment on % of maximum allowable moment: A percentage from 5 to 200 percent. The percentage is used to calculate the Auto Moment load. Moment capacity is calculated in accordance with Section F2.1 (ASD or LRFD) or Clause 5.2 (AS 4100) or Clause 13.5 (CISC).

Example: To Beam design moment . . . (this field), you enter a percentage of 80. For a particular section of a particular steel grade used as the Section size for a particular beam, connection design uses the Moment of inertia reported in the local shape file, takes into consideration whether the Plastic or Elastic Design method is used, and calculates a maximum allowable moment of 1000 kip-in. It multiplies this calculated maximum by 80% and enters the resulting value of 800 kip-in as the Auto Moment load on the Beam Edit window for that beam.

Design moment connections for greater than 100%: or . This applies to welded beam to column flange moment connections or to a bolted moment end plate to a wide flange column flange. Only the "column side" is designed for the larger moment.

If this box is checked ( ), connection design creates a welded or end plate moment connection when the Auto Moment load on the Beam Edit window is greater than 100% of the maximum allowable moment (a maximum of 125% is allowed). This does not apply to a user-entered Moment load.For a particular moment connection that has been designed for a load exceeding 100% of the allowable, the Connection Design Calculations Report or Expanded Connection Design Calculations Report states, Warning -- The design moment exceeds the beam moment capacity.

If this box is not checked ( ), connection design fails moment connections when the Auto Moment load (or a user-entered Moment load) is greater than 100% of the beam moment capacity.

Seismic moment connection design: or . A beam-to-column-flange seismic moment connection can be designed when Seismic moment frame member is set to Yes or, possibly, to Automatic and Seismic moment frame type is set to OMF or IMF or SMF or, possibly, to Automatic and the left- or right-end Moment type is Bolted or Welded. SMF or IMF seismic moment connections can be designed when the Connection design method is any LRFD edition. OMF seismic moment connections can be designed for LRFD and ASD editions.

If this box is checked ( ), then each beam in your current Job that has Seismic moment frame member set to Automatic will automatically get the same connection design results that you would get if that same option on those same beams had been set to Yes.

If this box is not checked ( ), you will get connection design results that are equivalent to setting Seismic moment frame member to No.

Use inner flange plates for beam splice moment: or . This applies to the design of bolted moment beam splices when, in the Moment leaf on the Beam Edit window or at Home > Project Settings > Job > Connections > User Defined Connections, the Use inner flange plates option is set to Automatic.

Use inner flange plates ...

Use inner flange plates ...

If this box is checked ( ), connection design incorporates inner flange plates into the design of the bolted moment beam splice connection. A total of four inner flange plates may be designed: 1) an upper NS inner flange plate, 2) an upper FS inner flange plate, 3) a lower NS inner flange plate, and 4) a lower FS inner flange plate.

If the box is not checked ( ), connection design incorporates only outside moment flange plates into the design of the connection.

Auto-calculate tying loads: or . This affects whether or not the Tie force on the Beam Edit window is checked ( ) or not checked ( ) by default. For auto calculation of the tie force to take place, the Connection design method can be set to any LRFD or ASD edition. The magnitude of the auto calculated tying load is equal to the shear load for ASD, to 2/3 shear load for LRFD.

If this box is checked ( ), then when a new beam is added, its Tie force is calculated automatically. That is, the box for Tie force is checked on the Beam Edit window.

If the box is not checked ( ) and you subsequently check the box for Tie force on a beam's edit window, the force will will be set to 0.

Seismic moment frame type: OMF or IMF or SMF. This applies when Automatic is selected for Seismic moment frame type under Seismic on the Beam Edit window.

OMF instructs connection design to use "Ordinary Moment Frame" design. This design code is only recommended for non-seismic or low seismic regions since such frames provide less resistance to lateral motion than do IMF or SMF seismic moment resisting frames.

IMF instructs connection design to use "Intermediate Moment Frame" design. IMF seismic moment resisting frames should only be installed in moderate seismic regions.

SMF stands for "Special Moment Frame" design code for seismic moment connections. SMF seismic moment resisting frames are designed to resist flexural, axial, and shearing actions that result as a building sways through multiple inelastic displacement cycles due to a strong earthquake.

Connection material specifications

Tee sections: A36 or A441 or A588 or etc. This is the steel grade used for tee connection materials on system connections. For instance, in the connection design of tee seats and tee shear connections.

Setup: If the steel grade you want is not shown as a menu option ( ), you can add it to Project Settings > Job > Material Grades > WT Grades. The Standard Fabricator Connections window Preferred WT Sizes lists tee sections that connection design can use for tee seats and tee shear connections.

Angle sections: A36 or A441 or A588 or etc. This steel grade is used for angle connection materials on system connections. For instance, in the connection design of clip angles.

Setup: If the steel grade you want is not shown as a menu option ( ), you can add it to Project Settings > Job > Material Grades > Angle Grades. The Project Settings > Fabricator > Standard Fabricator Connections > Preferred Connection Material Sizes > Peferred Angle Sizes screen lists angle sections that connection design can use for angle seats, bolted angle moment connections and offset beam-to-beam framing.

Channel sections: A36 or A441 or A588 or etc. This steel grade is used for channel connection materials on system connections. For instance, in the connection design of channel splices.

Setup: If the steel grade you want is not shown as a menu option ( ), you can add it to Home > Project Settings > Job > Material Grades > Channel Grades. Home > Project Settings > Fabricator > Standard Fabricator Connections > Column Splice Settings lists channel sections that connection design can use for column splices.

Base/Cap Plate Schedule: A36 or A441 or A588 or etc. This steel grade applies to plate definitions for which Default (xxx) is selected on the list box ( ) for the Steel Grade column on the Base/Cap Plate Schedule.

Example: Suppose that Default (A36) is selected for three plate definitions, and you change the selection made here from A36 to A588. The next time you open the Base/Cap Plate Schedule, you will find that the steel grade applied to the three plate definitions is Default (A588).

Setup: If the steel grade you want is not shown as a menu option ( ), you can add it to Project Settings > Job > Material Grades > Plate Grades.

Preferred Plate Sizes: Opens the same Preferred Plate Sizes screen that is found in Project Settings > Fabricator > Standard Fabricator Connections > Preferred Connection Material Sizes where you can assign steel grades for plates by connection type.

Beam composite design

Percent of uniform composite load: A percentage. A beam composite section is any beam with the Composite Design option checked ( ). A composite beam is typically able to carry a stronger load than a non-composite beam. Two different methods may be used by connection design to calculate the Shear load for a composite beam. These are:

Method 1: Multiply the calculated shear load for a non-composite section by an Rx factor entered to the Composite Reaction Factor Schedule.

Method 2: If 1 is entered on the Composite Reaction Factor Schedule for a beam of a particular nominal depth, connection design calculates the uniform composite load for that beam based on that beam's section properties and the Concrete strength and Concrete thickness.To calculate the Shear load for each end of the composite beam, connection design multiplies the percentage entered here by the calculated uniform composite load.

Concrete strength (ksi or MPa): A value in kips/sq. inch or MPa, depending on the primary dimension Units.

Effect on 3D modeling: The concrete strength entered here is used to calculate the uniform composite load for beams with the box for Composite design checked if that beam has a nominal depth for which an Rx factor of 1 is entered on the Composite Reaction Factor Schedule.

Concrete thickness: The concrete thickness.

Effect on 3D modeling: The concrete thickness entered here is used to calculate the uniform composite load for beams with the box for Composite design checked if that beam's Section size has a nominal depth for which an Rx factor of 1 is entered on the Composite Reaction Factor Schedule.

Braces

Percent of allowable tension load for horizontal braces: A percentage (up to 100 percent) of the brace's gross tension capacity calculated in accordance with Section D2 (ASD or LRFD) or Clause 7.2 (AS 4100) or Clause 13.2 (CISC).

Connection design uses the percentage entered here to calculate the left/right Auto Tension load on a horizontal brace's edit window.

Percent of allowable compression load for horizontal braces: A percentage (up to 100 percent) of the brace's compression load capacity calculated in accordance with Section E3 (ASD or LRFD) or Clause 6.3 (AS 4100) or Clause 13.3 (CISC).

Connection design uses the percentage entered here to calculate the left/right Auto Compression load on a horizontal brace's edit window.

Percent of allowable tension load for vertical braces: A percentage (up to 100 percent) of the brace's gross tension capacity calculated in accordance with Section D2 (ASD or LRFD) or Clause 7.2 (AS 4100) or Clause 13.2 (CISC).

Connection design uses the percentage entered here to calculate the left/right Auto Tension load on a vertical brace's edit window.

Percent of allowable compression load for vertical braces: A percentage (up to 100 percent) of the brace's compression load capacity calculated in accordance with Section E3 (ASD or LRFD) or Clause 6.3 (AS 4100) or Clause 13.3 (CISC).

Connection design uses the percentage entered here to calculate the left/right Auto Compression load on a vertical brace's edit window.

Percent of allowable tension load for intersection horizontal braces: A percentage (up to 100 percent) of the allowable tension load of the intersected horizontal brace. This value is applied to the intersecting brace, if it is single-sided.

The intersecting horizontal brace is the brace that frames to the intersected brace.

A single sided intersection brace can act as a support for the intersected brace. Consequently, connection design uses the percentage entered here to calculate -- from the intersected brace's gross tension load capacity -- the left/right Auto Tension load on the intersecting horizontal brace's edit window.

Percent of allowable compression load for intersection horizontal braces: A percentage (up to 100 percent) of the allowable compression load of the intersected horizontal brace. This value is applied to the intersecting brace, if it is single sided.

The intersecting horizontal brace is the brace that frames to the intersected brace.

A single sided intersection brace can act as a support for the intersected brace. Consequently, connection design uses the percentage entered here to calculate -- from the intersected brace's gross tension load capacity -- the left/right Auto Compression load on the intersecting vertical brace's edit window.

Percent of allowable tension load for intersection vertical braces: A percentage (up to 100 percent) of the allowable tension load of the intersected vertical brace. This value is applied to the intersecting brace, if it is single-sided.

The intersecting vertical brace is the brace that frames to the intersected brace.

A single sided intersection brace can act as a support for the intersected brace. Consequently, connection design uses the percentage entered here to calculate -- from the intersected brace's gross tension load capacity -- the left/right Auto Tension load on the intersecting vertical brace's edit window.

Percent of allowable compression load for intersection vertical braces: A percentage (up to 100 percent) of the allowable compression load of the intersected vertical brace. This value is applied to the intersecting brace, if it is single sided.

A single-sided intersecting vertical brace can act as a support for the intersected brace.

A single sided intersection brace can act as a support for the intersected brace. Consequently, connection design uses the percentage entered here to calculate -- from the intersected brace's gross tension load capacity -- the left/right Auto Compression load on the intersecting vertical brace's edit window.

Add gusset-beam interface forces to beam: or . This applies when a vertical brace frames to a beam and column. In such a framing situation, the Uniform Force Method of design transfers brace forces into the beam connection. This field gives you the option of applying those forces to the design of the beam connection.

Add gusset-beam interface forces ...	Add gusset-beam interface forces ...
Vertical brace connections designed by the Uniform Force Method transfer brace forces into this connection. These forces have NOW been automatically included. -- Design Calcs, beam connection	Vertical brace connections designed by the Uniform Force Method transfer brace forces into this connection. These forces have not been automatically included. -- Design Calcs, beam connection

If this box is checked ( ), connection design adds the gusset-beam forces to the beam. The loads are reported on the Beam Edit window in the Gusset Interface Forces column along with the other Load information and are automatically used (along with the other loads) during the design of the beam end connection. For the beam connection, the Connection Design Calculations Report (or Expanded Calculations) states that "These forces have NOW been automatically included."

If the box is not checked ( ), the gusset-beam interface forces are not automatically incorporated into the design of the beam end connection. The Connection Design Calculations Report and Expanded Connection Design Calculations Report for the beam connection note the magnitude of these forces and warn that they "have not been automatically included."

UFM special case design: No special case or Special case 2 or Special case 3. This applies when Automatic is selected for UFM special case design under Connection specifications on the Vertical Brace Edit window or at Home > Project Settings > Job > Connections > User Defined Connections.

No special case Gusset size is minimized.

Special case 2 The gusset-to-column connection has an extra row of bolts.

Special case 3 No gusset-to-column connection.

No special case specifies that connection design distribute the brace's vertical force to the beam as well as to the gusset-to-column connection. This minimizes the size of the gusset plate, but may result in the beam connection failing under heavily loaded conditions. See The Uniform Force Method, AISC 14th Edition, p 13-3.

Special case 2 instructs connection design to distribute the brace's vertical force to the gusset-to-column connection instead of to the beam. As a result, the beam's vertical reaction is not increased. This may prevent the beam connection from failing if the beam is highly loaded, but also may add rows to the column connection and thus cause the gusset plate to be larger. See Special Case 2, Minimizing Shear in the Beam-to-Column Connection, AISC 14th Edition, p 13-7.

Special case 3 instructs connection design to connect the vertical brace to the beam, but not to the column. See Special Case 3, No Gusset-to-Column Web Connection, AISC 14th Edition, p 13-7. Be aware that special case 3 does not apply to gusset-to-column flange connections. For gusset-to-column flange connections, the connection will be designed as if No special case has been selected.

Wide flange vertical brace gusset web connection: None or Web plates or Channels. This applies when Standard connection is selected as the Connection arrangement for a wide flange vertical brace whose Web orientation is Vertical and when Automatic is selected for Web connection type under Connection specifications on the Vertical Brace Edit window or at Home > Project Settings > Job > Connections > User Defined Connections:

Web plates

Channels

None can get you an automatic connection when the Wide flange vertical brace gusset flange connection (below) is set to Flange claw angles. That connection will consist of flange claw angles without a web connection.

Web plates can get you an automatic connection when the Wide flange vertical brace gusset flange connection (below) is set to Flange claw angles or to None. The NS and FS web plates will connect the web of the web-vertical wide flange vertical brace to the gusset plate.

Channels can get you an automatic connection when the Wide flange vertical brace gusset flange connection (below) is set to None. A channel web connection consists of NS and FS channels that connect the web-vertical wide flange vertical brace to the gusset plate.

Permitted configurations: 1) Web plates only. 2) Web channels only. 3) Web plates with flange angles. 4) Flange angles only.

Not permitted: Channels with claw angles cannot be designed. Instead of a connection, you get the failure message Incompatible web and flange connection types.

Wide flange vertical brace gusset flange connection: None or Flange claw angles. This applies when Standard connection is selected as the Connection arrangement for a wide flange vertical brace whose Web orientation is Vertical and when Automatic is selected for Flange connection type under Connection specifications on the Vertical Brace Edit window or at Home > Project Settings > Job > Connections > User Defined Connections.

None Flange claw angles Flange claw angles

The left and middle brace connections have the same Tension load.The flange-angles-only connection (on the right) has a smaller Tension load.

None specifies that connection design attempt to design a Standard connection that does not use claw angles

Flange claw angles instructs connection design to design a Standard connection that uses claw angles to connect the wide flange vertical brace's flanges to the gusset plate. The shape of the gusset is adjusted to permit the flange angles to fit.

Permitted configurations: 1) Web plates only. 2) Web channels only. 3) Web plates with flange angles. 4) Flange angles only.

Not permitted: Channels with claw angles cannot be designed. Instead of a connection, you get the end connection failure message Incompatible web and flange connection types.

Seismic vertical brace gusset design: or . A seismic vertical brace can be designed for any vertical brace framing situation, so long as the brace is a valid material type. This applies when Automatic is selected for Seismic brace under General settings on the Vertical Brace Edit window.

Seismic ...	Seismic ...
In the left example, one construction line is drawn along the end of the brace. The other passes through the corner of the gusset. The same construction lines are in the right example.

If this box is checked ( ), connection design is instructed to create a seismic connection on both ends of the brace. If Auto is selected for the vertical brace's Tension load and/or Compression load, connection design creates a connection with seismic loading on that end of the vertical brace. If Auto is not selected for Tension and/or Compression load, connection design still creates a seismic gusset plate if SCBF is selected. For HSS rectangular/TS seismic braces, connection design provides reinforcement plates.

If the box is not checked ( ), connection design creates a non-seismic connection. The gusset not be designed with a hinge zone, and the end of the brace will be the Brace to other member distance from the supporting member.

Steel grade setup for seismic design Autoloads:

Factors controlling Auto load calculation for seismic design (per section I-6 of the AISC Seismic Design Manual)
Steel grade setup	Tensile strength	Yield strength
wide flange	Rt	Ry
angle	Rt	Ry
channel	Rt	Ry
welded plate W	Rt	Ry
HSS rectangular / TS	Rt	Ry
round bar	Rt	Ry
W tee	Rt	Ry
HSS round / pipe	Rt	Ry

SCBF or OCBF: This applies to vertical braces when Seismic brace is set to Yes (or to Automatic with Seismic vertical brace gusset design checked on).

The same user tension load was applied to all three of these examples.
Seismic brace = No N/A	Seismic brace = Yes SCBF	Seismic brace = Yes OCBF
The left and right gusset plates are the same. Only the middle gusset is unique. If the applied load for all of these examples was an Auto load instead of a user load, the two outside gusset plates would be larger, and all three gusset plate would be different. Construction Line Add Material was used to generate construction lines around the gusset plate in the middle example, before the two other examples were created.

SCBF instructs connection design to use the Multiplication factor... set in Plate Design Settings to determine the distance parallel with the workline of the brace from the end of the brace (or paddle plate or built-up tee) to the nearest corner of the gusset. SCBF stands for Special Concentrically Braced Frame.

OCBF instructs connection design to create the gusset plate based on the applied load, without consideration of the Multiplication factor. OCBF stands for Ordinary Concentrically Braced Frame. As you can see from the examples above, an OCBF seismic gusset plate is the same as a non-seismic gusset plate when the brace connection has been designed using the same non-auto Tension load and/or Compression load. For a gusset plate designed for an auto load, a seismic OCBF brace would be substantially larger than an equivalent non-seismic brace since the calculated auto load would be larger for the seismic brace.

Use AISC seismic design 1st edition gusset geometry for 2 point gusset design: or . This applies to the design of 2-point vertical brace gusset plates when Seismic brace is set to Yes (or to Automatic with Seismic vertical brace gusset design checked on). It controls what happens when AISC seismic 1st ed. 2pt gussets under Connection specifications on the Vertical Brace Edit window or at Home > Project Settings > Job > Connections > User Defined Connections is set to Automatic.

Use 1st edition   Use 1st edition

The 1st edition AISC seismic design manual specifies more cuts for 2-point gusset plates than does later editions of that same manual.

If this box is checked ( ), connection design is instructed to design a 2-point seismic gusset that is based on the 1st edition of the AISC seismic design manual.

If the box is not checked ( ), connection design is instructed to design a 2-point seismic gusset that is based on the 2nd edition of the AISC seismic design manual.

Minimum bolt rows in horizontal brace to gusset connection: The minimum number (1 or 2 or 3, etc.) of rows of bolts that you want to be allowed for connecting a horizontal brace to its gusset plate. If needed, connection design will increase the number of bolt rows in order to create a connection that will stand up to the load. By default, the minimum is set to 2, which is the minimum that connection design used before this became a user-settable option.

minimum = 1

minimum = 2

minimum = 3

Minimum bolt rows in vertical brace to gusset connection: The minimum number (1 or 2 or 3, etc.) of rows of bolts that you want to be allowed for connecting a vertical brace to its gusset plate. If needed, connection design will increase the number of bolt rows in order to create a connection that will stand up to the load. By default, the minimum is set to 2, which is the minimum that connection design used before this became a user-settable option. This option does not apply to HSS erection bolts."

minimum = 2

minimum = 3

Unity ratio

Maximum unity ratio for design: The maximum Unity Ratio value used by connection design. The default value is 1.0.

Show limit state capacities: or . This applies when Maximum unity ratio for design is set to 1.0. Showing limit state capacities is not valid if the Maximum unity ratio for design does not equal 1.0. When Maximum unity ratio for design is not set to 1.0, this option will be disabled. The limit state capacities will not be shown in member edit windows, Expanded Calculations, and Design (shorter) Calculations reports.

If this box is checked ( ), and Maximum unity ratio for design is set to 1.0, limit state capacities are shown in member edit windows, Expanded Calculations reports, and Design (shorter) Calculations reports.

If the box is not checked ( ), limit state capacities are not shown in member edit windows, Expanded Calculations reports, and Design (shorter) Calculations reports.

Show limit state capacities (Member Edit)

Show limit state capacities (Member Edit)

Show limit state capacities (Expanded Calculations)

Show limit state capacities (Expanded Calculations)

Show limit state capacities (Design (short) Calculations)

Show limit state capacities (Design (short) Calculations)

The position of these form buttons on the screen tells you what settings they apply to. Click here for more information. You can Copy ( ) the settings on this screen , then Paste ( ) those settings to a different screen of the same type. Save ( ) saves a file to a global folder ( ) that is used by your current version of SDS2. Give the file a name that will help other users identify its purpose. Load ( ) replaces the settings on this screen with the settings that are stored in the file that you select. When editing multiple screens at the same time, Paste and Load replace mixed entries to a single field with a single entry. Copy and Save ignore fields with mixed entries, treating them as if they have no entry or do not exist.

OK (or the Enter key) closes this screen and applies the settings.

Cancel (or the Esc key) closes this screen without saving any changes.

Reset undoes all changes made to this screen since you first opened it. The screen remains open.