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Job Preferences Summary

Company: - Josh Qnect -
Job Title: - Qnect Demo 2000 Tons -
Session Title: Baseline
Session Date: 2018-08-31 18:06:55
Model Name: Josh_Demo_2000_Tons.db1
B+Op Status: B+Op was disabled
Building Code: AISC-14
Design Type: LRFD
Engineering Units: Imperial
Bolt Catalog: ASTM Imperial
Profile Catalog: ASTM Imperial
Plate Material Grade Catalog: ASTM Imperial
Plate Thickness Catalog: Imperial
Detailing Distances Dimensions: Imperial
Materials:
Weld Shear Plate Angle Bm Web Doubler Plate Stabilizer Plate End Plate Col Moment Plate Col Stiffener Plate Col Web Doubler Plate
E70 A572-GR.50 A36 A572-GR.50 A572-GR.50 A572-GR.50 A572-GR.50 A572-GR.50 A572-GR.50

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
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 NameFabricatorContract #General ContractorDate of this Report
- Qnect Demo 2000 Tons -  Demo1  Demo  Demo  2022-11-29 12:36:05

This reports shows the job preferences used for job '- Qnect Demo 2000 Tons -' and session 'Baseline'.


General Preferences

Project Name Josh Demo 2000 Tons
General Contractor ABC
Fabricator ABC
Contract Number ABC


Minimum Job Requirements

Design Basis ASD
AISC version AISC-14
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 Non-Composite 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.
Beam Size Vertical Shear (kips) when beam span is less than or equal to 10 feet Vertical Shear (kips) when beam span is greater than 10 feet and less than or equal to 15 feet
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
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 Beam Web Doubler Plate A36
Material Grade Stabilizer Plate A36
Material Grade Flat Bar A572-GR.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
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 “Out-of-Plane” 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 5/16" (8mm) fillet welds at column flanges, provided 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 10-6 and 10-7), 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 Reinforcing (Doubler) Plate Thickness 1/4 in.
Maximum Reinforcing (Doubler) Plate Thickness 5/8 in.


Fabricator's Connection Type Preferences

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


Fabricator's Detailing Preferences

Cope Clearances Standard AISC
At skewed condition with a cope cut across flanges, should the cut be limited to stop at K and then cut across the 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 using plasma to cut web of a wide-flange beam, what is the minimum distance required to clear the web? None
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 L3-1/2X3X5/16
Beam to Beam - Angles bolted/bolted to girder L4X3-1/2X5/16
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 L4X3-1/2X5/16
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 L4X3-1/2X5/16
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 L4X3-1/2X5/16
Beam to Column Flange - Angles bolted/bolted to column - W10 column L4X3-1/2X5/16
Beam to Column Flange - Angles bolted/bolted to column - W12 column L4X3-1/2X5/16
Beam to Column Flange - Angles bolted/bolted to column - W14 column L4X3-1/2X5/16
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.
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 Bolted-Bolted per AISC 15th Ed. Table 7-15 and 7-16? 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
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
What is shop's preference for allowable fillet encroachment within kdet? - In Support Girder Web 0
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 X-axis End1 Near, End2 Far
Beams with angle > 45 degrees from the global X-axis 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


General Bolt Preferences

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. 16.2-24) 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 2-6 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 Type 1 Settings

Bolt Diameter 0.75
Bolt Standard A325
Bolt Strength Type N


Bolt Type 2 Settings

Bolt Diameter 1
Bolt Standard A325
Bolt Strength Type N


Bolt Type 3 Settings

Bolt Diameter 1.125
Bolt Standard A490
Bolt Strength Type N


Bolts 1-3 Shared Settings

Hole type to be used in shear plates Short Slot
Hole type to be used in shop-attached Angle Leg Standard
Hole type to be used in Angle OSL 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? No
Is Bearing Strength allowable for bolt diameters >= 1" in Standard Holes from AISC 15th Ed. Table J3.3? No


Job Requirements for Welds

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 non-prequalified 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 z-loss is required by selected weld process or position, if 3/8" (10 mm) shear plates are adequate for strength, can Qnect assume enough z-loss 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

Welds at Shear Plate when fillet welds exceed maximum size (PJP used before CJP)

CJP/PJP Welding Process Weld Type Joint Designation Options
CJP FCAW SINGLE_BEVEL_GROOVE TC-U4a-GF R = 0.25; alpha 1 = 45; welding position = ANY;
PJP GMAW SINGLE_BEVEL_GROOVE BTC-P4-GF R = 0; alpha 1 = 45; welding position = F;


Job Clipping

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


Optional Bolting Preferences

No preferences found.


Optional Custom Edge Distances

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.


Optional Iteration Control

No preferences found.


Optional Custom Job Costs

No preferences found.


Optional Material Grade and Profile Aliases

No preferences found.


Optional Custom Washer Preferences And Bolt Assembly Aliases

No preferences found.


Optional Double Angles Bolted Bolted Standard Part

No preferences found.


Optional Double Angles Welded Bolted Standard Part

No preferences found.


Optional Shear Plate Standard Part Details

No preferences found.


Optional Profile Catalog

No preferences found.