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| 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 | 2024-10-31 21:31:03 |
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 | 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. |
| |||
| 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 | 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 | |||
| Erection Safety - For connections that require the maximum number of bolt rows in beam web on Forces page, can Qnect use one bolt less in order to make it work with OSHA preferences. | No | |||
| For connections to an HSS support and for HSS filler beams 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 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 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 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 at double angle or end plate connections, choose one of the following: | Do not set back angles or end plates from face of column flange |
| At beam to girder web at end plate connections, choose one of the following: | Do not set back end plates from face of girder 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 | 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. |
| 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 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 |
| 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 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 |
| 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. as many bolt rows as possible)? | 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 – Snug Tight |
| Please select the Field Bolt type | TC – Twist Off |
| 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 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 shop-attached 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 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 |
| 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; |
| 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. |