

Summary Reports:  Job Standard Summary  Job Sample Calcs Report  B+Op Comparison Report Job Preferences Report  No Connections Summary  No Connections Detailed  No Connections Reference Map  
Shear Plate Reports:  Specs  Strengths (Shear Only Connections)  Strengths (Shear & Axial Connections)  Welds  Doublers  
Single Angle Reports:  Specs  Strengths (Shear & Axial)  Welds  Doublers  
Double Angle Reports:  Support Side Specs  Beam Side Specs  Strengths (Shear & Axial)  Welds  Doublers  
End Plate Reports:  Specs  Strengths (Shear & Axial)  Welds  
Moment Reports:  Specs  Support Strengths  Support Reinforcement Strengths  Moment Plate Strengths  Welds  
Moment Group Reports:  Doubler Plate Specs  Doubler Plate Welds  Stiffener / Moment Plate Specs  Stiffener / Moment Plate Welds 
Job Name  Fabricator  Contract #  General Contractor  Date of this Report 

 Qnect Demo 2000 Tons   Demo1  Demo  Demo  20240227 17:27:05 
This reports shows the job preferences used for job ' Qnect Demo 2000 Tons ' and session 'Baseline'.
Project Name  Josh Demo 2000 Tons 
General Contractor  ABC 
Fabricator  ABC 
Contract Number  ABC 
Design Basis  ASD  
AISC version  AISC14  
Seismic Requirements  3.00  
Job Units  Imperial  
Forces in the model govern. If there is no force in the model then  Use the UDL factor  
How would you like to identify Composite vs NonComposite beams in the model?  LabelNonComposite  
% UDL Factor of Total UDL  Composite Beams  0.5  
% UDL Factor of Total UDL  Non Composite Beams  0.5  
Where there are short spans for small beams reactions based on UDL factors tend to exceed both the capacity and/or are excessive. Globally or individually input reactions in the model or fill in data for sizes and spans noted below. 
 
If EOR has requested beams be connected for min # of rows, please fill out table below.  No beams specifications found  
Please select a capacity utilization factor for reaction load:  100 %  
Please select a capacity utilization factor for axial load:  100 %  
Please select a capacity utilization factor for integrity loads:  100 %  
Would you like us to design and connect Moment Connections?  No  
Would you like us to design and connect Vertical Brace Connections?  No  
Are axial forces in beam to beam connections required to be computed as a % of beam shear force?  No  
If Yes, what % of axial force should be developed for axial along with beam shear?  (unspecified)  
Can Qnect neglect checking the girder web capacity against this axial load to avoid the use of full depth shear plates to transfer the axial load to the girder flanges?  No  
Axial % of the column axial forces (T or C)  (unspecified)  
Axial % of beam shear force  (unspecified)  
BC 2212.2.3: Axial (T or C) will equal maximum of beam end reactions (10k minimum ASD, 15k minimum LRFD)  No  
BC 2212.2.4: Connections will be designed for Axial (T or C) load equal to 2% of the axial compression of the support member (10k minimum ASD, 15k minimum LRFD)  No  
BC 1616.2.2.2: Axial Tension will equal connection beam end reaction for ASD Design and 0.67 * beam end reaction for LRFD Design (10k minimum ASD, 15k minimum LRFD)  No  
BC 1616.2.2.2: Do beams meet the "Exception" requirements to allow Axial Tension to equal 0.5 * beam end reaction for ASD Design and 0.33 beam end reaction for LRFD Design (10k minimum ASD, 15k minimum LRFD)  No  
Are connections required to transfer the integrity tension force to the opposite side of support?  Yes  
Lateral displacement and torsional strength are commonly checked (Thornton and Fortney, 2011) for beams that have no concrete topping or metal deck attached to the top flange. Do you want Qnect to include these checks by default on this job?  Yes  
Material Grade Angles  A36  
Material Grade Shear Plates  A36  
Material Grade End Plates  A36  
Material Grade Beam Web Doubler Plate  A36  
Material Grade Stabilizer Plate  A36  
Material Grade Flat Bar  A572GR.50  
Material Grade Weld  E70  
Are beam to spandrel beam shear plate connections to be Full Depth Shear Plates and beam to spandrel beam double angle connections to fill maximum bolt rows?  No  
Is a backup full depth stiffener required at spandrel beams on opposite side of connection?  No  
What is the clearance preference from top of bottom flange at Full Depth Shear Plate Connections?  None  
Erection Safety  Beam to column web with connections opposite of the web, at Double Angle or End Plate connections, please select order preference:  Drop Eliminate  
Erection Safety  Beam to beam with connections opposite of the web, at Double Angle or End Plate connections, please select order preference:  Not Required  
Erection Safety  If OSHA “Drop Angle” or “Eliminate Top Right Bolt” is chosen along with a minimum number of rows preference = max number of rows that fit in beam web on the forces page , can Qnect adjust the number of rows to = minimum rows  1 to allow compatibility with OSHA “Drop Angle” or “Eliminate Top Right Bolt” preference?  No  
For connections to an HSS support with CSA G40.21 or A1085 material, can Qnect use tnom instead of tdes when checking strength limit states?  No  
For conventional shear plate connections with vertical bolt spacing > 3 in., should Qnect always use full eccentricity = “a” instead of reduced eccentricity = “a/2”?  No  
Should Qnect Include “OutofPlane” Eccentricity from Axial Load in the Design of Shear Plates?  Yes  
What percentage of girder weak axis bending capacity is allowable to restrain weak axis bending introduced into the girder by axially loaded opposite shear plate connections that do not line up due to constructability or other reasons?  0  
Would you like Qnect to increase design eccentricity in shear plate to column flange connections from face of column flange to center of column?  No  
If extended shear plates are used at the column web, are stabilizer plates required regardless of design need?  No  
Note : If stabilizer plates are required regardless of design need, stabilizer plate size will default to 1/2" (15 mm) plates with minimum fillet welds (per AISC Table J2.4) provided at column flanges and at top and bottom of the shear plate. Is a plate thickness other than 1/2" desired?  1/2 in.  
If stabilizers are required only to resist lateral displacement (AISC 106 and 107), should shear plate thickness be increased instead of adding stabilizers?  Yes  
For beam to column web connections, can shear plate connection be designed for a maximum eccentricity equal to the distance from the toe of the column flange to the centroid of the bolt group if top and bottom stabilizer plates are included to transfer horizontal shear to column flanges?  No  
Assuming a reasonable width of column, can stabilizer plates be connected to the column flanges only and not to the column web?  No  
What is the minimum column width required that stabilizer plate does not need to be connected to the column web?  10  
What is preferred gap from column web to edge of stabilizer?  Encr. Limit  
Is stabilizer plate required to be flush with top of steel?  No  
Is stabilizer plate required to be flush with bottom of steel?  No  
Minimum Stiffener Plate Thickness  3/8 in.  
Maximum Stiffener Plate Thickness  1  
Minimum Angle Thickness  5/16 in.  
Maximum Angle Thickness  1 1/8 in.  
Minimum Shear Plate Thickness  3/8 in.  
Maximum Shear Plate Thickness  2  
Minimum End Plate Thickness  3/8 in.  
Maximum End Plate Thickness  2  
Minimum Reinforcing (Doubler) Plate Thickness  1/4 in.  
Maximum Reinforcing (Doubler) Plate Thickness  5/8 in. 
Framing Format  Framing Condition  Connection Type(s) in choice order 

Shear Only  Beam to Beam  1: Double Angles  Bolted at Beam/Bolted at Girder 2: Double Angles  Welded at Beam/Bolted at Girder 3: Shear Plate 
Shear Only  Beam to Spandrel Beam  
Shear Only  Beam to HSS Beam  1: Shear Plate 
Shear Only  Beam to Column Web  1: Extended Shear Plate 2: Double Angles  Bolted at Beam/Bolted at Column Web 3: Double Angles  Welded at Beam/Bolted at Column Web 
Shear Only  Beam to Column Flange  1: Double Angles  Bolted at Beam/Bolted at Column Flange 2: Double Angles  Welded at Beam/Bolted at Column Flange 3: Shear Plate 
Shear Only  Beam to Embed Plate  1: Shear Plate 
Shear Only  Beam to HSS Column  1: Shear Plate 
Shear Only  Skewed Beam to Beam  1: Shear Plate 
Shear Only  Skewed Beam to Column Flange  1: Shear Plate 
Shear Only  Skewed Beam to Column Web  1: Shear Plate 
Shear and Axial  Beam to Beam  1: Double Angles  Bolted at Beam/Bolted at Girder 2: Double Angles  Welded at Beam/Bolted at Girder 3: Shear Plate 
Shear and Axial  Beam to Spandrel Beam  
Shear and Axial  Beam to Column Web  1: Extended Shear Plate 2: Double Angles  Bolted at Beam/Bolted at Column Web 3: Double Angles  Welded at Beam/Bolted at Column Web 
Shear and Axial  Beam to Column Flange  1: Double Angles Bolted Bolted 2: Double Angles  Welded at Beam/Bolted at Column Flange 3: Shear Plate 
Shear and Axial  Beam to Embed Plate  1: Shear Plate 
Shear and Axial  Beam to HSS Column  1: Shear Plate 
Shear and Axial  Beam to HSS Beam  1: Shear Plate 
Shear and Axial  Skewed Beam to Beam  1: Shear Plate 
Shear and Axial  Skewed Beam to Column Flange  1: Shear Plate 
Cope Clearances  Standard AISC 
At skewed condition, should the flange cut be limited to stop at K and then cut across the web to avoid tip of cut flange longer than end of web?  Yes 
Down Distance to First Hole  3 in. 
At Beam to Column Flange Shear Plate Connection, can Qnect center bolts on beam web?  No 
At skewed beam to girder connections, up to what size beam flange cut should Qnect instead increase setback or cope length in order to maintain square beam flanges?  0 in. 
What is the radius preference for beam cope and plate inside corner radius?  None 
Should Qnect cope the bottom flange at double angle connections to embed plates to allow "knifed" beam erection?  No 
For full depth shear plates with single column of bolts, should Qnect extend beam cope length when necessary to allow flat bar shape?  No 
Min Beam Setbacks  At Single Angles  1/2 in. 
Min Beam Setbacks  At Shear plate beam to column web, (clear to col flange)  1/2 in. 
Min Beam Setbacks  At Other Shear plates  1 
Min Beam Setbacks  At Knifed Angles  1/2 in. 
Min Beam Setbacks  At Other Double Angles  1/2 in. 
Min Beam Setbacks  At Embed Connections  1 
At beam to column flange (or web) at double angle or end plate connection choose one of the following:  Do not set back angles or end plate from face of column flange (or web) 
Horizontal Distance to First Hole  At Single Angles  2 
Horizontal Distance to First Hole  At Shear plate  3 
Horizontal Distance to First Hole  At Knifed Angles  2 1/4 in. 
Horizontal Distance to First Hole  At Other Double Angles  2 1/4 in. 
Horizontal Distance to First Hole  At Embed Connnections  3 
When the choice is to block a beam flange or burn flush, which does the shop prefer  Block 
When Partial or Full Penetration welds are used, output welding information in the weld tail as:  Joint Type Symbol Only 
Is Phase number before prefix, after prefix, before start number or Not included?  Not included 
Plates Prefix  p 
Plates Start Number  0 
bent plates Prefix  p 
bent plates Start Number  0 
curbed mat'l prefix  p 
curbed mat'l Start Number  0 
rolled mat'l Prefix  p 
rolled mat'l Start Number  0 
angles Prefix  a 
angles Start Number  0 
other Prefix  m 
other Start Number  0 
Shop's preferred angle size  Beam to Embed Plate  Angles bolted/welded to embed  L4X3X5/16 
Beam to Beam  Angles welded/bolted to girder  L31/2X3X5/16 
Beam to Beam  Angles bolted/bolted to girder  L4X31/2X5/16 
Beam to Column Web  Angles welded/bolted to column  W8 column  L3X3X3/8 
Beam to Column Web  Angles welded/bolted to column  W10 column  L3X3X3/8 
Beam to Column Web  Angles welded/bolted to column  W12 column  L4X31/2X5/16 
Beam to Column Web  Angles welded/bolted to column  W14 column  L4X3X5/16 
Beam to Column Web  Angles bolted/bolted to column  W8 column  L3X3X3/8 
Beam to Column Web  Angles bolted/bolted to column  W10 column  L4X3X3/8 
Beam to Column Web  Angles bolted/bolted to column  W12 column  L4X3X5/16 
Beam to Column Web  Angles bolted/bolted to column  W14 column  L4X31/2X5/16 
Beam to Column Flange  Angles welded/bolted to column  W8 column  L4X3X5/16 
Beam to Column Flange  Angles welded/bolted to column  W10 column  L4X3X5/16 
Beam to Column Flange  Angles welded/bolted to column  W12 column  L4X3X5/16 
Beam to Column Flange  Angles welded/bolted to column  W14 column  L4X3X5/16 
Beam to Column Flange  Angles bolted/bolted to column  W8 column  L4X31/2X5/16 
Beam to Column Flange  Angles bolted/bolted to column  W10 column  L4X31/2X5/16 
Beam to Column Flange  Angles bolted/bolted to column  W12 column  L4X31/2X5/16 
Beam to Column Flange  Angles bolted/bolted to column  W14 column  L4X31/2X5/16 
Knifed Angles  Beam to Column Flange, HSS Columns or Beams  L4X3X5/16 
Double Angle Gage in Column Flanges  Other of W8's  5 
Double Angle Gage in Column Flanges  W10X33 and up  5 1/2 in. 
Double Angle Gage in Column Flanges  W12X40 and up  5 1/2 in. 
Double Angle Gage in Column Flanges  W14X43 and up  5 1/2 in. 
Double Angle Gage in Column Webs  Other of W8's  4 
Double Angle Gage in Column Webs  W10X33 and up  4 
Double Angle Gage in Column Webs  W12X40 and up  5 1/2 in. 
Double Angle Gage in Column Webs  W14X43 and up  5 1/2 in. 
Double Angle Gage in Girder  Beam to Beam  6 1/2 in. 
Single Angle Gage  Beam to Beam and beam to Columns  1 3/4 in. 
End Plate Gage  Beam to Beam and beam to Columns  4 in. 
Can Qnect match the common industry practice of using a 5.5 in. (140 mm) gage with 0.75 in. diameter TC bolted double angles with grip <= 1.125 in. (30 mm)?  No 
Can Qnect use a less conservative bolt entering and tightening clearance of H2+C2 instead of H2+C1 at support for Double Angles BoltedBolted per AISC 15th Ed. Table 715 and 716? Note: Smallest tool used for TC bolts.  No 
Can Qnect use a maximum of 1/4 in. (6mm) shank projection past the bolt nut?  No 
At connections to columns with double angles bolted to column flange and to column web, should Qnect design connections with sufficient bolt clearances to allow connections to be first bolted to either column web or column flange?  Yes 
Loose Parts  At beam to embed plate connection with double angles or shear plate, the angle or plates are:  Loose 
What is shop's preference for allowable fillet encroachment within kdet?  In Column Web  0 from kdet 
What is shop's preference for allowable fillet encroachment within kdet?  In Support Girder Web  0 from kdet 
What is shop's preference for allowable reinforcement plate encroachment at CJP welds  At Column web doubler plate  0 from kdet 
What is shop's preference for allowable reinforcement plate encroachment at CJP welds  At Beam web doubler plate  0 from kdet 
Sloped Filler Beam  What is the preferred cut at setback for sloped filler beam?  Maintain Cuts Square to Filler 
Sloped Filler Beam  What is the preferred cut at copes for sloped filler beam?  Maintain Cuts Square to Filler 
Gap at each side of full depth shear plate, stiffeners, stabilizers and moment plates  1/16 in. 
Beams with angle <= 45 degrees from the global Xaxis  End1 Near, End2 Far 
Beams with angle > 45 degrees from the global Xaxis  End1 Near, End2 Far 
At beam to column flange or web, where short slots are used, if you want to override short slots to make one of the holes standard to help pin the building, please identify which hole to override to standard.  None 
Are bearing bolts allowed for axially loaded connections with short or long slotted holes where resultant load is less than or equal to 10 deg. from vertical? (see AISC 14th p. 16.224)  Yes 
At bolted/bolted angle connections, should bolts be staggered?  No Stagger 
At Single or Double Angle connections to embed plate, are the long slots to be placed in the beam web?  No 
What is the maximum column flange material thickness that can be bolted?  4 
Are Beam Web connections required to fill beam depth (i.e. maximum number of bolt rows)?  No 
At Beam to Beam connections, what distance within column vicinity requires the use of Slip Critical bolts?  None 
Are all connections to any column required to be Slip Critical bolts?  No 
At beam to embed plates will the embed plates be designed to take the full eccentricity?  No 
Shop bolt angles to support girder at Beam to Beam Single Angle Connections?  No 
Please select the Shop Bolt type  HH 
Please select the Field Bolt type  TC 
Can Qnect disregard applicability limitations in AISC Table 26 and use TC bolts with 1.25 diameter?  No 
If Tension Control (TC) bolts are the preferred general field bolt type, are Heavy Hex (HH) field bolts allowed to be used in place of TC bolts In tight spaces at columns?  No 
Bolt Diameter  0.75 
Bolt Standard  A325 
Bolt Strength Type  N 
Bolt Diameter  1 
Bolt Standard  A325 
Bolt Strength Type  N 
Bolt Diameter  1.125 
Bolt Standard  A490 
Bolt Strength Type  N 
Hole type to be used in shear plates  Short Slot 
Hole type to be used in shopattached Angle Leg  Standard 
Hole type to be used in Angle OSL  Short Slot 
Hole type to be used in End Plate  Short Slot 
Hole type to be used in Filler Beam Web  Standard 
At large bolt diameters, what minimum bolt spacing should Qnect use to satisfy AISC J3.3? (Note: spacing is rounded up to nearest 1/4 inch.)  2.67 * bolt diameter 
Would you like to use AISC 15th Ed. Table J3.3 hole sizes? (Applies to bolts >= 1 in. diameter)  No 
select fillet weld size catalog  Imperial 
Minimum Fillet Weld Size  1/4 in. 
Maximum Fillet Weld Size  3/4 in. 
Qnect increases fillet weld size as required to account for gaps between connecting parts.  No 
Minimum Fillet Weld Size at Shear Plate to Support  5/8tp 
At skewed shear plate to support weld, can Qnect bevel the shear plate at support to avoid gap in order to allow a greater use of fillet welds (up to a 30 degree skew from square) instead of PJP welds?  beveled 
At skewed shear plate to support weld, can Qnect use nonprequalified PJP welds up to a 60 degree skew from square and up to 60 degree groove angle to avoid CJP welds?  No 
At full depth shear plate that is welded at top and bottom support girder flanges, should same weld size be used at (3) welded sides?  No 
For PJP welds at shear plate connections skewed > 30 degrees from square to support and when zloss is required by selected weld process or position, if 3/8" (10 mm) shear plates are adequate for strength, can Qnect assume enough zloss occurs in the root face area without reducing the effective weld to satisfy AISC Table J2.3 in order to still allow the use of 3/8 (10 mm) shear plates?  No 
Maximum Plate Thickness for all Single Bevel CJP Groove Weld preps at 45 degrees before substituting a similar weld with 30 degree prep if possible.  1 
For Reinforcement Plate(s) (doubler) in filler beam web, what weld would the shop prefer?  Three Sided Fillet Weld 
CJP/PJP  Welding Process  Weld Type  Joint Designation  Options 

CJP  FCAW  SINGLE_BEVEL_GROOVE  TCU4aGF  R = 0.25; alpha 1 = 45; welding position = ANY; 
PJP  GMAW  SINGLE_BEVEL_GROOVE  BTCP4GF  R = 0; alpha 1 = 45; welding position = F; 
Clip Type  Minimum Clip Size  Part Type 

Diagonal  0.5 in. X 0.5 in.  Full Depth Shear Plate 
Diagonal  0.5 in. X 0.5 in.  Stabilizer Plate 
Diagonal  0.5 in. X 0.5 in.  Beam Web Stiffener Plate 
Diagonal  1.0 in. X 1.0 in.  Column Web Stiffener Plate 
Diagonal  1.0 in. X 1.0 in.  Bolted Flange Moment Plate 
Diagonal  1.0 in. X 1.0 in.  Moment Plate 
Diagonal  1.0 in. X 1.0 in.  Gusset Plate 
None  None  Gusset Plate at Single Angle Brace Field Bolted to Gusset Plate 
None  None  Gusset Plate at Single Angle Brace Field Bolted to Gusset Plate at Column Web 
Connection Type  Edge Distance  Bolt Diameter  Hole Type  Edge Distance 

Shear Plate  Vertical  0.75  STD  1 1/4 in. 
Shear Plate  Vertical  0.75  SSL  1 1/4 in. 
Shear Plate  Vertical  0.75  LSL  1 1/4 in. 
Shear Plate  Vertical  0.875  STD  1 1/4 in. 
Shear Plate  Vertical  0.875  SSL  1 1/4 in. 
Shear Plate  Vertical  0.875  LSL  1 1/4 in. 
Shear Plate  Vertical  1  STD  1.5 
Shear Plate  Vertical  1  SSL  1.5 
Shear Plate  Vertical  1  LSL  1.5 
Shear Plate  Vertical  1.125  STD  1 3/4 in. 
Shear Plate  Vertical  1.125  SSL  1 3/4 in. 
Shear Plate  Vertical  1.125  LSL  1 3/4 in. 