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User Manual - Limcon V3 Connection Design

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1. Plate fillet weld size Pass Pass Bolt diameter lt 2 a Si de ica mx Pass Pass Bolt ultimate stress Pass No bolt rows ee ee et ron n Pass Bolt gauge sg 2 2 e e a g Pass Pass Plats y se Saree cies WQu IAN RUN a Ta ML Pass Pass Plate thickness a s s 430 Pass Pass Plate depth cana elg um ura Lu Pass Plate vertical edge distance Pass Plate h zontal edge distance Pass Beam fyol cies REDE A O Pass Pass DESIGN CAPACITY CHECKS Capacity ratio Design action Design capacity CHECK 2 Weld Weld length each side Weld shear Capacity a lena 4 ove VE a eng 410 6 gt V 200 0 2 05 Pass CHECK 3 Bolts Bolt shear Capacitg 06 x norrena tere 555 9 0 VE 20 A Pass Plate ply bearing capaci gt TR 5 1133 6 gt v 200 0 5 Pass Plate ply tearing capa S 5 602 2 gt v 0 3 Pass CHECK 4 Plate End plate shear capacity 423 4 gt V 0 2 12 Pass Plate block shear capacity 5 lt lt 446 3 gt V 0 2 23 Pass CHECK 5 Beam Web at End Plate Beam web shear capacity at end plate 215585 gt UVE 200 0 1 38 Pass CHECK 6 Beam Shear Coped web shear capacity 387 3 gt V 200 0 1 94 Pass CHECK 7 Coped Beam Bending Section bending capacity Coped web moment capacity 200 0 3 80 Pass Estimated max cope length 400 mm CHECK
2. C G Salmon J E Johnson F A Malhas Pearson Prentice Hall 2009 Design Guide 7 Pinned Base Plate Connections for Columns TJ Hogan Australian Steel Institute 2011 NCCI Shear resistance of a fin plate connection SN017a EN EU 2005 NCCI Shear resistance of a simple end plate connection SN014a EN EU 2005 CIDECT Report 8G 10 06 Slotted Connections to Hollow Sections G Martinez Saucedo amp J A Packer 2006 ECCS TC 10 European Recommendations for the Design of Simple Joints in Steel Structures 2009 88 e 4 Technical Notes Limcon V3 5 DXF Output General The Header DXF Clicking on the DXF button in a connection dialog box outputs the connection detail to an AutoCAD compatible DXF Release 12 The detail 1s similar to the diagram of the connection displayed in the connection dialog box Each time the DXF button is clicked a new DXF is created with a name of the form Job name connid dxf where Job name is the job name and connid is the connection name input by the user up to 20 characters The DXF is saved to the data folder and a message box shows the path and name of the file written i DXF written to D LimconY2 Data WBC Example 2 Web doublers dxf Any existing DXF for a particular connection will be overwritten the next time the DXF button is clicked while editing that connection Drafting variables such as line types and
3. NY This is the design example from p 12 19 of Design of Structural Steel Hollow Section Connections The printed output on the following pages is obtained by clicking the Print button in the connection dialog box Limcon V3 7 Examples e 143 L V3 Page 1 of 1 meon 12 Dec 2002 10 34 PM Engineering Systems Development Job TX p 12 19 Connection TX p 12 19 SSHS X Connection Design Example Design of Structural Steel Hollow Section Connections p 12 19 BR 80X60X3 5SHS Gr C350 Angle 45 Weld 4 2 throat CW 480 SP around end of brace Gr C350 89X89X3 5SHS BR Gr C350 150X100X5 0RHS CH CH 150X100X5 0RHS Gr C350 LIMCON V3 0 12 DEC 02 22 34 13 Connection TX p 12 19 Type SSHS X connection Design code AS 100 NZ33404 Chord Section 150X100X5 0RHS Grade C350 D 150 0 Area 2 3108 03 fy 350 B 100 0 Sx 1 1508 05 fu 430 T 5 0 Brace Mark BR Section 89X89X3 5SHS Grade C350 D 89 0 Area 1 150E 03 fy 350 B 89 0 Sx 3 650E 04 fu 430 T 3 5 Angle between brace and chord 45 00 Weld 4 2 throat CW 480 SP around end of brace Design action N 200 0 ANALYSIS RESULT Tension Minimum design action 108 7 Design axial load in chord derived 141 Configuration RHS chord a b1 b0 r RHS SHS brace 0 89 gt 0 25 Pass a h1 b0 r RHS SHS brace 0 89 0 25 Pass c h b for RHS SHS brace sa 1 00 0 50 Pass 1 00 l
4. Page 1 of 3 31 Oct 2006 11 28 PM CONNECTION BFP 3 Flange Plate Connection Flange plates 7 75 x1 1 4 x16 Gr US50 Top flange plate weld CIPGW 70ksi to col Btm flange plate weld 1 4 FW 70ksi to col Bolts 10 1 A490PT X in 2 cols at 4 gauge Stiffeners Top 3 5 x1 4 x12 64 Gr A36 Weld 1 4 FW TOksi Side none End full Web doubler one side 11 4567 x5 16 x18 622 Gr A36 CJPGW all around Btm 3 5 x1 4 x12 64 Gr A36 Weld 1 4 FW 70ksi Side full End full Gr A992 Gr A992 W14X132 W18X46 i ES pos 4 E C1 B1 EE onnection ial Moment Frame SMF Section Wl8X46 Grade A992 Root rad 0 41 1 3500E Zx 9 0700E Gr Fy Fu A36 36 0 58 ksi 16 x7 75 x1 25 Gr Fy 550 50 0 65 ksi olumn welds ksi web plate ksi top flange plate fu 70 ksi bottom flange plate Limcon V3 50b 106 e 7 Examples Limcon V3 Limcon V3 5 31 Oct 2006 11 28 PM Engineering Systems Development Job WFP seismic Connection BFP 3 Bolts 2 1 A490PT X each flange 4 gauge 3 spacing 1 A490PT X in shear plate at 3 spacing 3 Stiffeners Gr Fy Fu A36 36 0 58 ksi Welds fu 70 ksi 2 3 5 x0 25 FW across ends 2 3 5 x0 25 btm 0 25 FW and across ends Web doubler plates No web doubler pl Weld CJPGW fu around MINIMUM ACTION CHECK Specified minimum design actions Bending
5. Web 2 280x180x6 splice plates Gr fy fu 250 280 410 MPa ts 8 M20 8 8 TB N in 4 rows and 1 s each side across gap between columns 70 between rows MIN 4 ON CHECK Specified minimum design actions Bending 30 of gMs 305 3 6 kN m Shear 0 kN Tension 0 of gNs 1984 3 0 0 kN Limcon V3 50b Limcon V3 124 7 Examples Limcon V3 Limcon V3 5 Engineering Systems Development Job BSPL p 142 Connection BSPL Bolted Splice Design Example Design of Structural Connections p 142 Page 2 of 3 31 Oct 2006 5 38 PM Compression 0 cf oNs NO 1984 3 0 0 kN specified minimum actions Minimum actions may be set in any load case Input design actions are not automatically increased if they are less than the This check warns if any design action is less than the specified minimum for all load cases DESIGN CHECK SUMMARY Case M ve N LF Util 1 80 50 0 1 59 63 2 91 6 40 o 1 45 69 lt Critical INPUT DESIGN ACTIONS FOR CASE NO 2 kN m kN kN Using ASI 1994 model ANALYSIS RESULT Elastic analysis 190 0t Nfc Nwc Plastic analysis Nfc Nwc Mw Simplified analysis Nft Nfc Nwt Nwc Mw NOTE Elastic analysis results used Flange and web derived design actions Flange forces Due to axial forces Nfc 0 0 Due to moment Total flange forces Nfc 190 0c Flange plate forces Nfc Oc Web forces Axia
6. ratio List gt Passed Lists only connections whose strength ratio is 1 0 or greater List gt Failed Lists only connections whose strength ratio is less than 1 0 Make Smaller Redraws the current view with an additional column This reduces the scale at which connection thumbnails are shown The number of rows is determined automatically according to the size of the main window Make Larger Redraws the current view with one less column This enlarges the scale at which connection thumbnails are shown Scroll Down Redraws the current view moving each row of connections up one cell the top row disappears Scroll Up Redraws the current view moving each row of connections down one cell the bottom row may disappear Increase Text Increases size of text in all connection diagrams may Size cause overplotting Decrease Text Reduces size of text in all connection diagrams reduces Size overplotting in complex diagrams Section Flood Where a cross section is shown draws the steel shape filled Fill with yellow Limcon V3 3 Menus amp Toolbars e 33 Job Menu File Edit View Job Connections Connection List Help Bw hv at Tw Title The Job menu allows input of the job description Command Action Name Allows input of the job name When Limcon starts from a shortcut the initial job name is Unnamed Select this command to change the job name Title Allows input of the job description shown on pri
7. Clicking the View button in a connection dialog box displays a new window containing an OpenGL virtual reality view of the connection This view provides a useful visual check of arrangement and clearances It is not available on displays with less than 16 bit color Initially the connection is shown rotating in the window You may drag the mouse to rotate the view left button depressed or pan it right button depressed Keyboard arrow keys also rotate the view Zoom by pressing the PageUp Page Down keys or scrolling the mouse wheel Double click any point on the connection to make it the new center of rotation Colors Used Different colors are used for different components These are usually e Light grey main members e Red plates e Blue stiffeners e Yellow cover plates flange doubler plates shear keys e Green web doubler plates e Magenta welds e Cyan nuts and bolts e Dark grey washers e Translucent green support members e Translucent blue attached plates 10 e 1 Introduction Limcon V3 Limcon V3 See Configuration on p 17 for important information about the OpenGL pixel format The OpenGL window has these menus File Menu The File menu offers commands to save a JPG image and to print the image Keyboard shortcuts for these commands are J and P respectively View Menu On the View menu you may select various fixed views including a plan and el
8. The Steel Construction Institute 2003 Design Model for Bolted Moment End Plate Connections Using Rectangular Hollow Sections A T Wheeler M J Clarke G J Hancock T M Murray University of Sydney Centre for Advanced Structural Engineering Research Report No R745 1997 Design Model for Bolted Moment End Plate Connections Joining Rectangular Hollow Sections Using Eight Bolts A T Wheeler M J Clarke G J Hancock University of Sydney Centre for Advanced Structural Engineering Research Report No R827 2003 Seismic Behavior and Design of Gusset Plates Abolhassan Astaneh Asl Structural Steel Educational Council 1998 Design of Pinned Column Base Plates G Ranzi amp P Kneen Australian Steel Institute Steel Construction Vol 36 No 2 Sep 2002 Gusset Plate Connection to Round HSS Tension Members J J Roger Cheng amp G L Kulak AISC Engineering Journal 4th Quarter 2000 The Design of Pins R Q Bridge Proceedings of the 16 Australasian Conference on the Mechanics of Structures and Materials 1999 Design of Portal Frame Buildings 3 Edition S T Woolcock S Kitipornchai M A Bradford Australian Steel Institute 1999 86 e 4 Technical Notes Limcon V3 34 35 36 34 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 23 Limcon V3 Handbook 1 Desig
9. This 1s the design example from p 58 of Design of Structural Connections The printed output on the following pages is obtained by clicking the Print button in the connection dialog box Limcon V3 7 Examples e 101 Limcon V3 5 Engineering Systems Development Job FEP p 58 Connection FEP Flexible End Plate Design Example Design of Structural Connections p 58 Page 1 of 3 29 Jun 07 03 12 25 PM CONNECTION FEP Flexible End Plate End plate 150x8x210 Gr 250 Weld 6 FW 480 SP to beam B S Bolts 6 M20 8 8 S N at 90 gauge 70 pitch 100 1 35 d Gr 300 n 410UB537 70 gt Top cope 65x120 LIMCON V3 5 WW mm mm Pa E 04 0E 06 mm mm 5 mm beam web ww End plate 210x150x8 they are less than the spec case This check warns if the for all load cases at least one load case Limcon V3 51c 102 7 Examples Limcon V3 Page 2 of 3 Limcon V3 5 28 Jun 07 03 12 26 PM Engineering Systems Development Job FEP p 58 Connection FEP Flexible End Plate Design Example Design of Structural Connections p 58 INPUT DESIGN ACTIONS Shear V 202 ale a ea ARIAL N 2 1 e kN kN Using ASI 2 7 model GEOMETRY CHECKS CHECK 1 Detailing Ref 36 Steel Connections Design Guide 6 Flexible End Plate Connect Australian Steel Institute 2007
10. 13 1 section with web plates amp claw angles El Cancel x Simple cleat FA AISC 360 LRFD il Brace Mark BR W12x87 Grade A992 Angle 38 55 n Column W14X605 Grade 4992 flange connection see Beam W18X106 Grade A992 Key Diagram p Plates Wi 42 Hi 33 ti 3 4 Grade 436 LJ Weld 1 4 FW 7Oksi il nw Cover plates L 12 5 b 9 t 3 8 Grade A36 Clip angles L4X4 lt 5 8 x 30 Grade A36 3D View Claw angles L4X4X3 4 x 36 5 Grade 436 Print Bolts Dia 7 8 Cat A325ST Threads N Hole 0 9377 DXF Cols 2 Rows 2 sp 3 sg 6 ael 1 1 2 r Design loads Design axial force Pu 675k tens E NOTES 8 Free length from end of brace to perp yield line should be 2T for SCBF CRITICAL LIMIT STATE Plate beam fillet weld strength UTILIZATION RATIO 95 STRENGTH RATIO 1 054 Pass COMPONENT BRACE DIALOG BOX Steps to Input and Check a UFBR Connection When you create a new UFBR connection a dialog box is displayed with the default connection The sections the gusset plate other data and the loads have to be changed as required The UFBR connection consists of a beam and column with a bracing member in the upper or lower quadrant or both A checkbox indicates whether each brace is present Brace details are changed by clicking the brace button this displays a subsidiary dialog box in which you can change the brace section con
11. CE eur a De e OS e an 10 0 gt 7 5 Pass 10 0 gt 10 0 Pass RAFTER Thickness C o 4 co e 6 0 ox ox 4 0 x 5 0 gt 2 0 Pass 5 0 25 0 Pass d2 b2 1 50 gt 0 33 Pass 1 50 lt 3 50 Pass Section slenderness plasticity limit 30 0 Section slenderness yield limit 40 0 Section slenderness 21 3 Compactness C Pass APERTE ar 100 0 lt 400 0 Pass d2 uA e ue ee A dele TO xe 400 0 Pass PD e we ee el De A A A 10 0 gt 2 5 Pass 10 0 10 0 Pass Combined moment and axial load COLUMN Sum of capacity ratios 0 734 lt 1 000 Pass RAFTER Sum of capacity ratios sessa 0 718 lt 1 000 Pass Shear COLUMN 0 5 x Shear capacity 128 0 gt V 1 48 0 Pass RAFTER 0 5 x Shear capacity 128 0 gt v 2 45 0 Pass Weld COLUMN Column weld capacity per unit length 0 977 gt v res 0 760 Pass RAFTER Rafter weld capacity per unit length 0 977 gt w res 0 808 Pass Critical limit state Rafter weld capacity per unit length g Ru S 1 209 Pass Limcon V3 00 00 140 e 7 Examples Limcon V3 HSS Y or T Connection 1 SHE 000 This is the design example from p 11 19 of Design of Structural Steel Hollow Section Connections The printed output on the following pages is obtained by clicking the Print button in the connection dialog box Limcon V3 7 Examples e 141 Limcon V3 fa
12. Pop Up Menu on p 37 The Notes commands allows you to enter notes for the connection that are added to the data tip above Limcon V3 1 Introduction e 7 Connection Dialog Boxes Name 5123 AS 4100 Member mss Mark 81 410UB53 7 Grade 300 E Detail C Key diagram E Ei E of Gap 10 Cancel Gap betw ds 10 Races ap between ends Grade 250 Flange plates 180x120 01 250 Size Bolts 8 M20 8 8 TB N in 2 lines at 90 gauge us pe fogne iu Med cnr 2 ELI lange plates Li i lie esign 70 4545 70 Web plate di 280 bi 180 ti 6 Key Di ey Diagram pik 1 Dia M20 Cat 8 8 TB Threads N Hole 22 Flanges np1 2 sp1 70 sgl 30 sg 90 B Web nr 4 no 1 sp2 70 sg2 90 sg3 70 mn p Flange plate weld 3D View Not applicable Print DXF Design loads perpe M 80 V 50 N 0 al Web plates 2 x 180x6280 61250 Bolts 8 M20 8 8 TBIN Expand Flexural rupture capacity Flexural yield capacity von Mises 59 0 Mw CRITICAL LIMIT STATE Bolt group ext tearing left UTILIZATION RATIO 63 CAPACITY RATIO s Ru S 1 594 Pass DIALOG BOX FOR BOLTED SPLICE Double clicking on a thumbnail or selecting a command on the Connections menu displays a dialog box for the selected connection The connection name is shown in the box at the top left of the connection dialog box This name which must be unique within a job
13. T 01 Universal Beams to BS4 Part 199 80 I M1210 Y 02 Universal Columns to BS4 Partt 1 31 I M109 E Y 03 Universal Bearing Piles to BS4 P 17 I M10x8 fH 04 Joists to BS4 Part 1 1993 9 I MIOK7 5 E Y 05 Parallel Flange Channels 16 I M8x6 5 fl 06 Equal Angles to BS4848 Part 4 50 I M8x6 2 07 Unequal Angles to BS4848 Part 4 32 I 08 Hotfinished SHS to EN 10210 123 I M6x3 7 Y 09 Hotfinished RHS to EN 10210 125 I M5x18 9 10 Hotfinished CHS to EN 10210 126 I M4x6 Ee Y 11 Hot finished CHS seamless to E 37 m 04 S Shapes posl 05 HP Shapes Bearing Piles 06 C Shapes Channels 07 MC Shapes Channels 08 Equal Angles 09 Unequal Angles 10 WT Shapes Tees E CEI New Category New Section Cancel zj You may select any library category or section on the left and click the arrow button to send it to the destination library on the right Double clicking a section on the right will display a dialog box in which you may alter any value Section Properties Dialog Box The properties of any section in the destination library may be displayed by right clicking the section and choosing Section Properties on the pop up menu Double clicking the section will also display the section properties dialog box The dialog box shows all the values stored in the library for the section Any values that are not disabled in the dialog box may be changed Click the 221 button
14. The design of welds in HSS truss connections is not straightforward See References 25 52 53 and 54 for more information In checking the welds in the overlapped K N connection TKNO Limcon makes these simplifying assumptions e For brace 1 the effective length of the weld may be obtained by linear interpolation between the length for zero and the length for 100 overlap e For brace 2 the force on the weld may be obtained by linear interpolation between the force for zero and the force for100 overlap 46 e 4 Technical Notes Limcon V3 Multiple Load Cases From V3 5 Limcon permits multiple load cases for some connection types These are the same connection types that may be used when Limcon is used in conjunction with a structural analysis program such as Microstran A dialog box for entering multiple load cases is shown below Minimum design actions may be set by right clicking on a load component cell in any load case The pop up menu contains items for setting each type of minimum action Limcon will not permit choice of an inapproriate action e g you cannot choose minimum shear when you right click in an axial force cell The minimum action is set according to the values shown at the bottom of the dialog box Clicking the button gives immediate access to the File gt Configure gt Minimum Actions command Set Min Shear Set Min Tension Set Min Compression Right click in cell to set m
15. is limited to 20 characters and must not contain space or tab characters or any of the characters shown below LET While the Detail option button is selected the window on the left shows the current configuration of the connection as a dimensioned detail diagram Selecting the Key diagram option button replaces the detail diagram with a key diagram showing parameters and the sign convention for applied loads The small buttons at the top of the detail diagram allow you to change the scale and positioning of the diagram within the cell The parameters defining the connection are shown in boxes on the right and an adjacent Edit or button permits editing of any of the enclosed parameters The output window at the bottom of the dialog box displays the results of the most recent check operation For some connection types there may be Size and Design buttons The Size button sets plate dimensions to roughly match the section size while the Design button initiates an automatic operation in which any item shown in red may change in order to make the capacity of the connection adequate for the applied loads For some connections the Size button 1s split the main part of the button completely changes the connection elements to fit the sections while the small part of the button resizes connection elements without changing any bolt details 8 e 1 Introduction Limcon V3 Limcon V3 Clicking the View button displays a new window conta
16. ue ox ce ee AXISI NA 201 niet A Using ASI 2007 model EG entricity Scena 1E pos 50 0 mm Eccentricity moment M 16 2 kN m GEOMETRY CHECKS CHECK 1 Detailing Ref 35 Steel Connections De 5 Web Side Plate Connection Austra n Steel Ins 07 Plate fillet weld size gt 6 0 Pass Pass Bolt diameters 1514s 0L ne aa gt Pass Pass Bolt ultimate stress gt Pass No bolt TOWS coe 0 a e ss gt Pass Pass Bolt spacings Sp o sess pena dei ee ENS gt Pass lt Pass Bolt gauge 8g2 i lt s Doa e ter e del R4 Pass lt Pass Plate unsupported length lt Pass plate cfy in hoe c a E gt Pass Pass Plate thickness 2 5 09 09 79 gt Pass 1 Pass Plate PIRO Kerle pap EI iei seb sat raiate gt 0 Pass Plate istance gt 3 Pass Plate ontal edge distance 3 Pass Clearance Lo SUpport 2165 9o sie gt 2 Pass A fase tare de rae PEN ea NES tre as th ay Rea ea gt 2 Pass lt 3 Pass Web tHICKnes88 7523 75 08 IUe eine Seiya neice ie lt 1 Pass Web horizontal edge distance gt 30 0 Pass DESIGN CAPACITY CHECK Capacity ratio Design action Design capacity I CHECK 2 Wel Weld length each side 210 mm Design momentos eri eue E ace re 16 2 kN m Weldscapaclty 2 0 0 wens ene vec RATS QUERI EIU SLT 198 4 gt v 180 0 1 10 Pass CHECK 3 Bolts Plate
17. version nequea Version Version Required Main executable 18 Jan 06 09 Mar 06 Library manager 09 Feb 06 07 Jun 04 Library compiler 28 Oct 03 09 May 05 Help system 05 Oct 04 05 Oct 04 You can connect to the Limcon website by clicking the Downloads hot link in the Help About dialog box Here you will find the components you need to download Each is an executable file run it to unpack the update files Please submit the form on the web page to obtain the necessary passwords Anew CD may be purchased as an alternative to using the internet download facility New versions or major upgrades may not be downloaded from the Limcon website but may be purchased on CD when available 28 e 2 Getting Started Limcon V3 Maintenance amp Technical Support Technical support is available to licensed users with maintenance When Limcon is supplied maintenance is included for an initial period which may vary from 6 to 12 months depending on local arrangements Maintenance may be renewed when the maintenance period expires Apart from ensuring the availability of technical support current maintenance also allows continued availability of some advanced features including the UFBR connection and recent developments Use the Help gt About Limcon command to display the serial number the exact version number and configuration of your software and the maintenance expiry date This information is required when you ask for te
18. 0SHS Gr C450 Angle 40 BR2 75X75X5 0SHS Gr C450 Angle 40 Weld 4 2 throat CW 480 SP around end of brace Gr C450 Gr C450 75X75X5 0SHS 75X75X5 0SHS BRI BR2 Gr C350 e Gap 20 Chord CH 150X100X5 0RHS Gr C350 x 150X100X5 0RHS CH LIMCON V3 0 Connection TENG p 13 21 Type SSHS K N gap connection Design code AS4100 NZS3404 Chord Section 150X100X5 0RHS Grade C350 D 150 0 Area 2 310E 03 fy B 100 0 Sx 1 150E 05 fu T 5 0 350 430 Brace 1 Mark BR1 Section 75X75X5 0SHS Grade C450 D 75 0 Area 1 310E 03 fy B 75 0 Sx 3 360E 04 fu T 5 0 Angle between brace and chord 40 00 Brace 2 Mark BR2 Section 75X75X5 0SHS Grade D 75 0 Area 1 310E 03 fy B 75 0 Sx 3 360E 04 fu T 5 0 Angle between brace and chord 40 00 Gap 20 mm Weld 4 2 throat CW 480 SP around end of brace Design actions Axial force brace 1 N 1 250 0c Axial force brace 2 N 2 200 01 Axial preload in chord N op 0 0 Bending moment in chord M o 10 7 Axial force in chord N o 300 0 Shear force in chord Veo 16 0 ANALYSIS RESULT n ihe nn Minimum design action brace 1 Limcon V3 00 00 146 e 7 Examples 400 500 12 DEC 02 23 24 14 Limcon V3 Limcon V3 cun 11 24 PM Engineering Systems Development Job TKNG p 13 21 Connection TKNG p 13 21 SSHS K or N Gap Connection Design Example Design of Structural Steel Hollow Section Con
19. 5 Engineering Systems Development Job Ex p6 21 Connection Compression Bracing Cleat Design Example Design of Structural Steel Hollow Section Connections p 6 21 Page 2 of 2 31 Oct 2006 4 39 PM M ACTION CHECK Specified minimum design actions Tension 0 of gNs 449 5 Compression 0 of gNs 449 5 ic NOTE Input design actions are not automatically increased if they are less than the specified minimum actions Minimum actions may be set in any warns if any design ac n is less than the specified minimum for all load cases oo INPUT DESIGN ACTIONS be o ooo op o 70 0 kN comp This connection type may not be suitable for short compression members Using ASI 1994 1996 model DESIGN CAPACITY CHECKS Compression Capacity ra Design act Design capacity racing member Section compression capacity 449 6 gt N 70 0 6 42 Pass Bolts Bolt group shear capacity 185 3 N 70 0 2 65 Pass Bracing cleat gusset Cleat bearing capacity c gt N 70 0 6 7 Pass Cleat internal tearing capacity gt N 70 0 6 11 Pass Cleat weld capacity gt N 70 0 3 28 Pass Attached plate gusset plate Plate bearing capacity 472 3 N 70 0 6 7 Pass Plate internal tearing capacity 428 0 N 70 0 6 1 Pass Welded tee end cap compression p plate bearing on HSS end 4 o oh 6 gt
20. 8 Beam Rotation for UDL rad for contact rad Contact rotation capacity s s 440 6 V 200 0 2 20 Pass CHECK 9 Coped Beam Buck NOTE Coped be must be r against lateral torsional buckling Pop Cope vdepel is is sani Rene cacare see 65 0 lt 201 5 Pass Web i stress fyw ae 320 MPa Web derness tw d sets Max for cope lengt Dee Max TengEhu S air et Top cope length Sec 900 me S ri e UOT xm 00734477 Pass As above geometric requirements are satisfied the coped web does not have to be checked for buckling Buckling check to AISC SCM 13th p 9 7 a cal stress Fcr CU E Critical stress Fcr Cheng Yura Johnston cane 320 MPa Limcon V3 51c Limcon V3 7 Examples e 103 Limcon V3 5 Page 3 of 3 29 Jun 07 03 12 26 PM Engineering Systems Development Job FEP p 58 Connection FEP Flexible End Plate Design Example Design of Structural Connections p 58 gt v 200 0 2 52 Pass Informative gt gt gt gt a Limcon V3 51c 104 7 Examples Limcon V3 Bolted Flange Plate Connection Lu 1 S M ET B1 This example illustrates the additional design checks carried out for seismic connections Seismic design capability is enabled only when the design code is ANSI AISC 360 Limcon V3 7 Examples e 105 Limcon V3 5 Engineering Systems Development Job WFP seismic Connection BFP 3
21. Back color ASD r Screen graphics Cancel C kipft J3 6b GDI Delay C Canada C CSA S16 I 2mm Vv C UK C BS 5950 p arto NR IV Auto check C Europe C EC3 El 0 5 10 s Australia f AS4100 WM 45 2008 m OpenGL graphics Nz NZS 3404 Background color Section library file Section analysis method Black b isc lib C Simplified Web avial Elastic OpenGL pixel format 0 Section library files A d C Plastic MW Display member mark Amlib Bolt group analysis method Initially maximized feno Elastic Euro ib C Instantaneous center Output window Nzw lib Text size 11 points UK2000 lib I spi plice outer bolt row check Expand ht 640 pixels Utilization Intemational c IV Plate yield ultimate stress Extra bolt sizes Output detail level 0 GENERAL CONFIGURATION Configuration items are Country This determines plate grades bolt diameters bolt categories and weld grades available SI metric units are used unless the country setting is US and either the kip in or kip ft box is checked Design code Rules for checking a connection are determined by this setting When Limcon is supplied it is validated for design to one or more design codes Only validated design codes are enabled The connection design model may vary with the selected design code When AISC 360 is selected either LRFD or ASD may also be selected With the Back color box ch
22. Construction Manual 13 Edition American Institute of Steel Construction 2005 Hollow Structural Sections Connections Manual American Institute of Steel Construction 1997 Handbook of Steel Construction 8 Edition Canadian Institute of Steel Construction 2004 Joints in Steel Construction Moment Connections Publication P207 SSCI amp BCSA 1995 Joints in Steel Construction Simple Connections Publication P212 SSCI amp BCSA 2002 Design of Structural Connections 4th Edition T J Hogan amp I R Thomas Australian Steel Institute 1994 Design of Structural Steel Hollow Section Connections Volume 1 Design Models 1 Edition A A Syam amp B G Chapman Australian Steel Institute 1996 Recommended Seismic Design Criteria for New Steel Moment Frame Buildings FEMA 350 Chapter 3 Connection Qualification Federal Emergency Management Agency 2000 Commentary and Recommendations on FEMA 350 SEAOC January 2002 ANSI AISC 358 05 Seismic Provisions for Structural Steel Buildings American Institute of Steel Construction 2005 ANSI AISC 341 05 Prequalified Connections for Special and Intermediate Steel Moment Frames for Seismic Applications American Institute of Steel Construction 2005 Seismic Design Manual American Institute of Steel Construction 2006
23. LGULIB3Z A This is the design example from p 162 of Design of Structural Connections The printed output on the following pages 1s obtained by clicking the Print button in the connection dialog box 130 e 7 Examples Limcon V3 Limcon V3 Limcon V3 5 Engineering Systems Development Job BASE p 162 Connection BASE Base Plate Design Example Design of Structural Connections p 162 Page 1 of 2 31 Oct 2006 9 52 PM CONNECTION BASE Base Plate Column COL 530UB92 4 Gr 300 Base plate 230x20x560 Gr 250 Weld 5 FW 480 SP 115 115 200 200 Foundation 900 dia x 600 deep 40 thick grout pad HD Bolts 4 M20 4 6 S N 250 embedment LIMCON V3 5 Connection BASE Base Plate Pinned base plate ow ow Base plate 560x230x20 Gr fy fu 250 250 410 MPa Welds 5 FW fu 480 MPa SP all around column N anchor bolts s gt Spacing Spacing of o Embedment length Shear capacity of Mon og No shear key Foundation Limcon V3 50b 7 Examples e 131 Limcon V3 5 ia 9 52 PM Engineering Systems Development Job BASE p 162 Connection BASE Base Plate Design Example Design of Structural Connections p 162 Foundation strength f c 25 MPa Grout thickness 40 Circular dia 900 Min bolt edge distance 239 7 Coeff friction between base plate and foundation 0 80 MINIMUM A
24. M DM a MI iii a 3 Base Plates rt P EU I E T M e AE 4 Bracing Connections esce edente erede dide nete tbe reser 4 Hollow Structural Section HSS Connections sse 5 Miscellaneous Connections eene enne ener enne nns 6 Design COdez sont Es CINE dt ei dace dit ed es e a AR ERN TR ISTE 6 The TamconWindOWw eene Rte ete ttem etaed ete erred 7 Connection Dialog BOXES eene enne ener nnne nennen nenne E 8 Virtual Reality VR Viewer ii 10 Listing All Connections in a JODb eee 12 Section Properties eee e Hee eie e ai 13 Steel Grades ncnia eoo A di eet a enr He e e 13 Computer Requirements rite iti di 14 2 Getting Started 15 Installing Lio ies aet niv t ev iste sitet 15 Hard wate Lodo es od o giae 16 Starting LIMON aiii 16 Font sec sa A E er AS A ee RA EOS 16 How to Make a Shortcut on the Desktop i 17 Launch with Double Click iei ee Dee SERRE RE Hed 17 Configuration sns Rune aan IRURE RR TER eae RR ERE eee 17 Limcotn Commands ied e P HE e eee e e EYE RA toe 21 Units ua nani alan a alieno e REPE 21 Modifying the Steel Section Library i 22 Printing in Lic ia 22 Print and Print Preview CommandS ii 22 Printing Reports and VR Images i 22 The Pag Setup Dialog Box aan 23 The Windows Print Dialog BOX in E E
25. N 4 Pass ength of the HSS wall 5 gt N 70 0 4 Pass Cap plate to HSS weld capacity Sala 140 8 gt N 70 0 2 Pass Attached plate to cap plate weld 146 6 gt N 70 0 2 Pass Eccentrically connected plates width 90 0 mm thickness 10 0 mm Eccentricity 10 0 mm fraction of cee 0 50 length 0 de 255 mm column elastic buckling load T 22 kN column compression capacity 128 3 kN column section bending capacity 0 5 kN At eccentric cleat capacity Eccentricity moment 0 50 kN m Moment amplification facto 1 28 Maximum cleat bending moment Sos ee as 0 32 kN m Cleat compression capacity 128 3 kN Section moment capacity s s 0 53 kN m Reduced section moment capa ELO 0 40 kN m In plane cleat moment capacity 0 32 kN m Capacity of eccentric cleat Ref 4 gt N 0 FAIL Capacity ignoring eccentricity N La Pass Capacity of eccentric cleat Ref 12 gt N 1 Pass Yield capacity of eccentric cleat N 3 Pass HSS support member HSS support member wall shear capacity 621 8 gt N 8 88 Pass SHS Column face yielding capacity 197 6 N 2 82 Pass CRITICAL LIMIT STATE UTILIZATION RATIO CAPACITY RATIO g Ru S 0 Capacity of eccentric cleat Ref 4 1408 3 FAIL load case This check Informative Pow Limcon V3 50b Limcon V3 7 Examples e 129 Pinned Base Plate
26. NSF In both cases the check 1s performed using factored load effects The serviceability limit state is presented as an ultimate limit state the code specifies different strengths for the two conditions EC3 EC3 has friction bolt categories that are either slip resistant at serviceability B or slip resistant at ultimate C In both cases the check is performed using factored load effects The serviceability limit state Is presented as an ultimate limit state the code specifies different strengths for the two conditions CAN CSA S16 You may specify either the serviceability or strength limit state For the serviceability limit state the load effects are determined from the strength service load factor which must be input A typical value is 1 5 AS 4100 and NZS 3404 Bolt slip is a serviceability limit state in these codes The load effects are determined from the strength service load factor which must be input A typical value is 1 5 Limcon also allows bolt slip to be checked as a strength limit state IC Method Even though the IC method may be used for the strength check in eccentrically loaded bolt groups bolt forces for the slip check are always determined using the elastic method Out of Plane Forces The support bolt group in the flexible end plate FEP and angle cleat ACLT connections may be subject to both in plane and out of plane forces It is assumed that tension in the beam reduces the sl
27. The printed output on the following pages is obtained by clicking the Print button in the connection dialog box Limcon V3 7 Examples e 113 Limcon V3 5 Engineering Systems Development Job MEPC P 24 Connection P 24 Flush Moment End Plate Connection Design Example AISC Steel Design Guide 16 p 24 Page 1 of 3 31 Oct 2006 9 38 PM CONNECTION P 24 AISC Moment End Plate Connection Member BM W18X25 Gr A588 End plate 6 x0 437 x18 Gr US50 1 61 14 77 Bolts 4 1 2 A325ST N at 2 7559 gauge Flange weld 0 315 FW 70ksi Web weld 0 315 FW 70ksi LIMCON V3 5 Connectio 5ST N top flange 755 gauge at SST N btm flange 2 755 gauge UM ACTION CHECK cified minimum design actions Bending 30 624 Shear 9 Tension of gNs 334 3 0 Compres 0 cf aNs 334 3 o NOTE Input design actions are not automati ksi ksi ksi 346 spacing increased if they are less than the Limcon V3 50b 114 7 Examples Limcon V3 Limcon V3 5 31 Oct 2006 9 38 PM Engineering Systems Development Job MEPC P 24 Connection P 24 Flush Moment End Plate Connection Design Example AISC Steel Design Guide 16 p 24 specified minimum actions Minimum actions may be set in any load case This check warns if any design ac n is less than the spec ed minimum for all load cases WARNING Design shear force is less than
28. Tooltips in Dialog Boxes Dialog boxes have tooltips which appear when the mouse cursor passes over some dialog box controls OK p Members Cancel J Mark B1 410UB537 Grade 300 DO Copes Top 0x0 Btm 0x0 mds Span 5000 Load level factor alpha 1 00 Change member details or design load P Non composite beam t Design Support condition Flexible G Support member 200UC46 2 Flange connection o Design shear force V 180 e View p Plate E di 210 bi 180 ti 8 Grade 250 m Print Limcon V3 2 Getting Started e 25 Context Sensitive Pop Up Help Context sensitive Help gives quick access to information about dialog box items simply by clicking the question mark button in the title bar and then clicking the item Many dialog boxes in Limcon have context sensitive help a typical example of which is shown below The Windows component necessary for pop up help WinHlp32 exe is not included in Windows Vista and Windows 7 It may be downloaded from the Microsoft website see http support microsoft com kb 917607 Policy defaults on a domain based network may block the use of hlp files over a network The administrator can modify domain policy to permit this if required Web Side Plate Members 3 xl m Beam DK T e Mak 81 op cope aoe Length o mm omes Section 410UB53 7 Depth fo mm Grade fio x Bottom cope Span bo m Length p mm Ax 1 D
29. a Long Leg Short Le Long Legs Short Legs Tie Rodi Welded Welded Welded Welded r Eccentric hollow section HSS section Phu CHS fSlotted HSS Tee End olted Web tached PI T eae hollow section HSS Claw Angles Cover Plates Fork PL Fork Tee eb Plates i Welded Cancel Connections List Menu sE Unnamed Limcon File Edit View Job Connections Connection List Help USD QQ sr Stiff Seat t Welded Beam Column Splice Bolted Moment End Plate gt Bracing gt Haunched Bolted End Plate gt Base Plate AISC Flush End Plate Hollow Section gt MECA AECA Bolt Unstiffened 4E Groups gt Welded Flange Plate 4 Bolt Stiffened 4ES Bolted Flange Plate Multiple Row 1 2 Unstiffened Multiple Row 1 3 Unstiffened Multiple Row 1 3 Stiffened The Connections List menu is a hierarchical menu of all available connection types The top menu level allows you to choose a general connection type while the second and third levels offer further sub division of connection type Help Menu File Edit View Job Connections Help Help Topics About Limcon Limcon V3 3 Menus amp Toolbars e 35 The Help menu offers the following commands Command Action Help Topics Display the Help Topics dialog box This has three tabs Contents Index and Search so you can easily find help topics About Lim
30. an nn E ly increased if they are less than the n any load case Th Pass Pass Pass Pass Pass Limcon V3 50b Limcon V3 7 Examples e 111 Limcon V3 5 Engineering Systems Development Job BMEP p 115 Connection BMEP Bolted Moment End Plate Design Example Design of Structural Connections p 115 Page 3 of 3 31 Oct 2006 9 16 PM Bolt group shear force 150 0 kN Bolt group ten No bolts in ion capacity inc mpression region End plate shear capacity Column stiffening Tension flange top Uns fened capacity gt s Stiffener required due to overlapping stress Compression flange bottom Unstiffened capacity Nolo ie ee ffener required due to overlapping stress Shear stiffening Column design shear a 435 6 kN Unstiffened capacity ffen design force 54 5 kN 90 x8 stiffeners yield capacity Using 5 fille ld fu 480 welding middle 125 both ffener weld n 9 N ft N ft Nife N fv N st N st N st 1 78 535 6 1 23 435 6 0 94 54 5 6 66 54 5 7 47 54 5 5 60 Pass Pass Pass Pass Pass Pass Pass Pass Limcon V3 50b 112 7 Examples Limcon V3 Multiple Row Flush End Plate Moment Connection O This is the design example from p 24 of Ref 18 Flush and Extended Multiple Row Moment End Plate Connections
31. change with the country setting so that they may be found in the usual section library for the particular country For example the default beam section for the FEP connection is W16X36 for US W410X54 for Canada UB406X178X54 for UK IPE400A for Europe and 410UB53 7 for Australia and New Zealand These sections are found in the library files Aisc lib Cisc lib Uk2000 lib Euro lib Asw lib respectively Limcon permits the input of the grade of steel sections and plate components The yield stress and ultimate stress are automatically determined by Limcon according to the applicable standard x Cancel Section 410UB53 7 Grade 300 v 300 Gap Section Grades The section library contains the names of steel grades available for each section When you choose a section you must also choose a steel grade from those available You may change grade availability by editing the section library but only recognized grades should be used When the grade names contained in the library are not suitable you may select International in the General Configuration dialog box This allows you to choose any known grade whether its name is in the library or not Limcon V3 4 Technical Notes e 39 Plate Component Grades Limcon offers different grades for plates depending on the country configuration setting These grades are shown in the table below As an alternative to selecting one of these grades you may specify the yield and ul
32. design actions Bending 08 of g Ms 78 1 0 0 KN m Shear 0 0 kN Tension 0 of g Ns 1512 0 0 0 kN Compression 03 of o Ns 1512 0 0 0 kN ANALYSIS RESULT Final design actions Moment Lea xo e x x 35 4 o ox Ra 78 1 Shear 0 0 Tension 0 0 Limcon V3 00 00 Limcon V3 7 Examples e 121 Limcon V3 ao 12 46 PM Engineering Systems Development Job TMEP8 1 10 Connection 7 8 Bolt RHS Moment End Plate Connection Design Example University of Sydney C A S E Research Report Test 7 Tested parameter ranges Depth of beam section a def ae ai e ds 150 0 lt 400 0 Pass Section slenderness plasticity limit 30 0 Section slenderness yield limit 40 0 Section slenderness 17 4 Compactness C Pass Horiz distance from web to bolt 25 Vert distance from flange to bolt so 25 Yield line analysis Mode 1 0 0 Mode 2 155 6 Mode 6 111 4 Bending Thick plate capacity 4 a e sa ss aa 95 0 gt M 78 1 Pass Intermediate plate capacity 1 118 2 Intermediate plate capacity 2 105 5 Intermediate plate capacity 0 105 5 gt M 78 1 Pass Thin plate capacity oeo 163 3 M 78 1 Pass Bolt tension yield capacity 103 6 gt M 78 1 Pass Section yield capacity a a 78 1 M 78 1 Pass Punching shear failure 105 4 gt M 78 1 Pass Bolts Shear capacity of compression bolts
33. error you may interactively resize or relocate the gusset plate using the arrow buttons When you click the OK button these changes will take effect in the KTG dialog box You cannot change the gusset plate thickness in a subsidiary dialog box Note In the standard version of Limcon this connection type 1s only available with a current maintenance subscription 72 e 4 Technical Notes Limcon V3 Uniform Force Bracing Connection UFBR This is a compound connection comprising a beam to column connection ACLT and one or two bracing members BRAC each connected to a gusset plate that is welded to the beam and bolted to the column Any of the single brace connection types may be used for the component braces The upper brace is referred to as Bracel while the lower brace is referred to as Brace 2 The connection is evaluated using the uniform force method as described in the AISC Steel Construction Manual Ref 6 The essence of this method is that for each bracing connection the eccentricity must be negligibly small so that there is no moment on the gusset beam and gusset column connections The interactive nudge buttons in the Gusset Plate dialog box allow you to quickly adjust gusset plate dimensions to achieve the minimum eccentricity see The Adjust Gusset Plate Dialog Box below The beam column connection is checked for the resultant shear and axial force This is determined automatically from the input design ac
34. force l Chord axial force 2 Total chord axial Brace 1 strength Brace 2 strength NOTE Full circumferen chord GEOMETRY CHE Configurat chord A B RR RI RO c sin81 x sin82 sin l 82 D EDI T ETT ST RITI Eccentricity e Overlap a D1 bO for RHS SHS brace 1 Pass a hi bO for RHS SHS brace 1 Pass a b2 b0 for RHS SHS brace 2 Pass a h2 b0 for RHS brace Pass b i bl tl for RHS SHS bra 1 Pass b ii b2 t2 for RHS SHS brace 2 Pass Pass d b0 t0 for RHS SH Pass d h0 t0 for RHS SH Pass e Overlap Pass Pass f t1 t2 for RHS SHS CHS braces Pass g bl b2 for RHS SHS braces Pass h e h0 for RHS SHS chord Pass Pass DESIGN CAPACITY CHECKS ratio 4 ion 4 r Design capacity 58 Pass j 0 52 Pass capacity for specified throat 200 0 95 Pass 2 weld force for zero overlap 300 rce for 100 overlap 388 Interpolated weld fo 353 N Effective weld length 411 mm Weld capacity for specified throat 401 6 2 353 0 88 Pass CR AL LIMIT STATE Weld capac UTI ATION RATIO 95 CAPACITY RATIO 2 Ru S 1 049 Pass Limcon V3 53d 150 e 7 Examples Limcon V3 A Appendix User Defined Steel Grades The grade of steel is selected for sections and plates from the drop down list of a Grade combo box see Steel Grades on p 39 The grades available in the list depend on the Country settin
35. models may specify minimum design actions For shear and axial force it may be an absolute value in kN metric or kips US units while for bending it may be specified as a percentage of the member capacity Limcon permits input of a percentage of section capacity for all actions and an absolute value for shear In general there is insufficient information available for Limcon to know member capacities so section capacities are used with the specified percentages The File gt Configure gt Minimum Actions command displays a dialog box in which you may specify minimum actions These values are part of Limcon s configuration data and they are used for the current job regardless of the values that were in effect when that job was last saved This facilitates the review of any Limcon job against revised minimum design actions Minimum Design Actions ME A xl Minimum of section capacity Moment Shear Tension Compression 50 fi 0 j0 r Minimum action Cancel Shear p Design actions are checked against these values to ensure a minimum idegree of robustness in the connection The particular values that are lused depend on the connection model Refer to relevant design standard for more information MINIMUM DESIGN ACTIONS For many connections Limcon checks whether input loads are sufficient to satisfy the specified minimum actions and displays a warning where they do not In versions prior t
36. parameters and intermediate results You may select a level from 1 to 3 to determine how much additional output 1s shown for each connection Level 0 indicates a normal output without any additional detail Cell aspect ratio Limcon s main view is sub divided into multiple cells each of which may contain a connection thumbnail image You may change the aspect ratio of the cells using this item The default value is 4 3 landscape Other values between 1 2 and 2 1 are available in the combo box Screen graphics Windows screen graphics is based on GDI the Graphics Device Interface GDI released in Windows XP is an optional enhancement that provides higher quality screen graphics than previously attainable GDI Check this box to use GDI This option may not work properly on older computers The Delay control may be set if you experience problems with GDI Delay This control is only required if screen graphics does not work properly with GDI If screen images are incomplete select the minimum value that fixes the problem OpenGL graphics OpenGL is the graphics system used in Windows for display of virtual reality VR images Background color Background color may be black sky blue or white OpenGL pixel format On computers supporting OpenGL there are 24 or more pixel formats only some of which are suitable for Limcon s virtual reality viewer When the pixel format in the OpenGL Configuration dialog box is set to zero
37. plate MEPC 4E 4 Bolted stiffened extended end plate MEPC 4ES When the configured design code is ANSI AISC 360 05 each of these connection types may be checked for any of the seismic structure types OMF IMF and SMF The seismic rules are found throughout e Ref 13 FEMA 350 e Ref 14 SEAOC Commentary on FEMA 350 e Ref 15 ANSI AISC 358 05 Seismic Provisions e Ref 16 ANSI AISC 341 05 Prequalified Connections e Ref 17 AISC Seismic Design Manual For seismic connections Limcon presents additional calculations at the end of the standard non seismic report These calculations follow through the design procedure laid out in one of the above reference documents The seismic checks can be quite stringent and you might find it difficult to make the connection work Seismic design is very interactive and not well suited to automatic sizing of the connection for compliance with all the rules 82 4 Technical Notes Limcon V3 Additional Checks Connected Members Limcon has insufficient information to perform comprehensive checks on the capacity of connected members It is the designer s responsibility to check that specified design actions can be sustained by the connected members Design checks are shown for the member where the connection design model includes them e g WSP In some connections section capacities are shown so that the design loads may be seen in context This does not imply that
38. re be n Ras 130 Moment Base Plate ener enne a nenne en eren nenne ense ten entren nenne nnt 133 HSS Cap Plate Connection essen nnne 136 HSS Mitred K neges eadeni eee inno ide 138 HSS Y or T Connection eerie eerte nero ridare peso seres entes eere ee edere peer ees 141 HSS Gonnectori eo Nest tre ee IR e 143 HSS Tor K Gap Connection eee idee re Re EE 145 HSS T or K Overlap Connection ener ener nnne nnns 148 A Appendix 151 User Defined Steel Grades i 151 User Defined Bolt Categories enne nnne 152 Index 153 Limcon V3 Contents e iii 1 Introduction Connection Types Simple Shear Connections WSP Web Side Plate Also known as fin plate shear tab or single plate connection Extended plate available FEP Flexible End Plate ACLT Angle Cleat 4008527 m BAS Bolted Angle Seat WAS Welded Angle Seat Limcon V3 1 Introduction e 1 BPAD Bearing Pad Moment Connections WBC Welded Beam Column Beam on one or both sides of column With or without stiffeners or column web doubler plate BMEP Bolted Moment End Plate Beam on one or both sides of column With or without stiffeners column web doubler plates and column flange doubler plates BMEP Bolted Moment End Plate Inclined beam on on
39. shear force They are discussed in Ref 11 on p 194 It is stated that the column web doubler plate must extend beyond the flanges of the beam by a distance of at least the column depth or 12 times the column flange thickness The extension of the web doubler plate beyond the extremities of the connected beams envisages use of the web doubler without co existing stiffeners adjacent to the beam flanges Web doubler plates are commonly enclosed by top and bottom stiffeners adjacent to the beam flanges and do not extend past the beam flanges Limcon permits web doubler plates on one or both sides of the column as an alternative to shear diagonal stiffeners provided they are accompanied by top and bottom stiffeners There is a full penetration butt weld all around the web doubler plate either to column flanges or column flange doubler plates on the sides and stiffeners on the top and bottom The length height of the doubler plate is computed by Limcon as the clear distance between top and bottom stiffeners less 12 mm Where there are no flange doubler plates the width of the doubler plate is the depth of the column web between fillets Where there are full length flange doubler plates on one or both column flanges the web doubler plate width is computed as the lesser of the column web depth Limcon V3 4 Technical Notes e 61 between fillets and the clear distance between flange doublers less 6 mm for each full length flange doubler Whe
40. specified minimum INPUT DESIGN ACTIONS Moment Mu NS 783 3 kip in Shear Vu 0 0 kip Axial Nu 2s 0 0 0 0 0 0 0 0 on on 0 0 kip Using AISC 2002 model GEOMETRY CHECKS Bolts 1 2 Bolt UIS erre rn n 120 120 Pass Tensile strength MEPC model 13 3 Specified minimum tension 0 0 Assumed tension Ref 18 sas 13 3 Table 3 6 Tested parameter ranges Ref sh and Extended Multiple Row Moment End Plate Connections T M Murray amp W L Shoemaker American Institute of Steel Construction Df 2x 9c a o9 R RC CRI 1 36 Pass 1 Pass pb 2 Pass 2 Pass g 2 Pass 2 Pass h rom ot on 2 2 5 18 Pass 18 Pass bp 6 0 Pass 6 Pass tf 0 Pass 0 Pass DESIGN STRENGTH CHECKS Strength ratio Reqd strength Design strength I End plate yield line analysis End plate eld strength 1092 4 kip in Bolt rupture strength no p 782 8 kip in Thick plate behav r governs Bolt rupture strength no prying 782 8 Mu 783 3 1 00 Pass nges Flange tension strength Nuft 44 1 Pass Flange compression strength Nufc 44 1 Pass nge welds Maximum flange force 44 1 kip Flange yield strength Xm 56 3 kip Minimum weld design force 33 8 kip Flange weld design force T 44 1 kip Using 0 315 fillet weld 70 1 all around tension strength 84 2 gt Nuft 44 1 Pass compression strength
41. the connection is safe for the section capacity In hollow section connections for example the shear capacity in the connection may be substantially less than the theoretical section shear capacity because of the possibility of local buckling at the connection location Other Limit States All limit states checked by Limcon are reported It is the responsibility of the designer to consider whether there are other limit states that should also be checked Range Check on Input Values Limcon checks many input parameters and displays a warning or error message when a parameter is outside a certain range of values In some cases it may be possible to enter untested or unusual values for a parameter The designer should use engineering judgment to decide whether the input data is reasonable Welds Specifying weld details 1s always the responsibility of the designer Information concerning welds in Limcon output and details may not be sufficiently thorough for specification purposes Limcon V3 4 Technical Notes e 83 Output References A reference is shown in the rightmost column for many of the limit states reported in the Limcon output It is usually a reference to a clause of the configured design code but there are also references to the notes in the table below Note 1 Flexural yield capacity ignoring section slenderness Note 2 Shear yield capacity ignoring slend
42. with any value determined from the tabulated coefficients in the AISC Steel Construction Manual Ref 6 Joint rotation 1s computed at the strength limit state assuming that the ultimate deformation of the bolt furthest from the IC is 0 34 Bolt Bearing and Tearing Checks Limcon automatically checks bearing and tearing on every bolt in the group by determining the forces on each bolt at the design loading and comparing each of these with bearing and tearing capacities computed according to the design code Bolts in the outside rows and columns are checked for external tearing where a force component is directed towards an edge Internal tearing checks are performed on each bolt in the direction of the force components If there is no bolt at the adjacent grid position in the direction of the tearing force the internal tearing check is omitted Bolt forces for bearing tearing checks are determined by the elastic method Slip Check A slip check is performed for in plane loading where a friction bolting category is specified The slip check may be performed at service or factored loads Bolt forces for the slip check are always determined using the elastic method Limcon V3 4 Technical Notes e 79 Out of Plane Bending Out of plane moments on bolt groups are always analysed using a plastic method in which all tension bolts are assumed to resist the ultimate bolt tension Using the Ref 6 method with the neutral axis at the bolt gro
43. 0 SP Web weld 6 FW 480 SP Bolts 6 M24 8 8 S N in 2 cols at 140 gauge 130 131 5 Gr 300 410UB53 7 Ee Diani ud 131 5 Gr 300 250UC89 5 ci J Stiffeners Top 90x6x225 4 Gr 250 Weld 5 FW 480 SP Side none End full Shear 90x8x439 8 Gr 250 Weld 5 FW 480 SP Side 125 End full Btm 90x6x225 4 Gr 250 Weld 5 FW 480 SP Side full End full End plate side edge distance lt 1 5 x dia 1 warning s 0 error s LIMCON V3 5 Connection BMEP Bolted Moment End Plate Connection A End ate square to beam Country Australia Unit Metri Design code AS 4100 ASI 2006 Beam 1 Mark Bl Section 410UB53 7 Grade 300 Angle 0 0 deg D Root rad 11 4 mm 320 MPa B Area 6 0E 03 320 MPa Tf Sx 1 0600E 06 440 MPa Tw Column 50UC89 5 Grade 300 D rad 14 0 mm 280 MPa 3 Area 1 1400E 04 320 MPa Tf Sx 1 2300E 06 440 MPa Tw End plate 250 410 MPa 90 000 deg 540x200x25 Gr fy fu 250 Beam to end plate angle 2 Beam w MPa SP flanges FW fu 460 MPa SP web Limcon V3 50b 110 7 Examples Limcon V3 Limcon V3 5 Engineering Systems Development Job BMEP p 115 Connection BMEP Bolted Moment End Plate Design Example Design of Structural Connections p 115 Page 2 of 3 31 Oct 2006 9 16 PM Bolts 4 M24 8 8 5 N t 2 M24 8 8 S N bt Prying factor 0 30 Stiffeners Gr fy fu 2 90 x6 to
44. 13th Edition zi 2 Getting Started 29 30 e 2 Getting Started Limcon V3 3 Menus amp Toolbars File Menu File Edit View Job Connections Connection List Help New ain Qv rr an Open Ctrl O Save Ctrl s Save As Print Ctrl P Print Preview Page Setup List Edit Text File Import Text File Export Text File Minimum Actions Section Library Manager Edit Library Source File List Library Report The File menu offers the following commands Command Action New Create a new job Open Open an existing job Save Save the current job using the same file name Save As Save the current job to a specified file name and changes the name of the current job accordingly Print Print the current view Print Preview Display the view as it would appear printed Page Setup Change the printing options List Edit Text File Opens the selected text file with the MsEdit text editor for viewing or editing Import Text File Reads data into Limcon from a suitable text file Export Text File Writes Limcon data to a text file for input to another program Limcon V3 3 Menus amp Toolbars 31 Configure Recent File Exit Configuration settings Section Library Manager Select recently used job Exit Limcon Edit Menu F Unnamed Limcon File Edit Edit Connection Copy Connection Job Connections View Connection List Help avs The Edit menu offers the
45. 16 Multiple load cases 47 Multiple row end plate 59 154 e Index Limcon V3 N N op 77 National annex 18 NZS 3404 56 NZS 3404 6 27 66 O On line help 26 OpenGL 10 14 20 Output detail level 20 Overlap 76 P Page Setup 23 Pixel format 20 Plastic analysis 54 Pop up help 26 Prequalified connections 82 Print preview 22 Printing in Limcon 22 Program folder 15 Prying 59 Q Q235 40 Q345 40 Qf parameter 64 R Registry 18 RHS bolted moment end plate 5 62 117 120 S 8235 40 Screen resolution 14 SEAOC 82 SEAT 6 Section category 92 Section library 19 22 91 Section Library Manager 94 Section mnemonic 91 Section name 91 Section properties 94 SEI ASCE 7 48 Seismic checks 82 Seismic design checks 105 Seismic provisions 82 Serial number 29 Service loads 48 Shear lag 57 Shear tab 53 Shortcut 17 SI units 21 Sign convention 8 Simplified analysis 54 Single plate 1 53 Size button 8 Slip critical bolts 41 43 SP 45 Splice outer bolt row check 19 Split button 8 Steel grade 13 19 39 93 Stiff seat 6 Stiffened connection 59 Stiffeners 61 Strength limit states 59 Strength ratio 48 Structural integrity tying force 52 Support 29 T TCAP 5 136 Technical support 29 Text file 91 Text height 90 Text size 36 Thick plate behaviour 59 Thin plate behaviour 59 TKNG 5 145 TKNO 5 148 TMEP 62 TMEP axial load 62 TMEP4 5 117 TMEP8 6 120 Tooltip 16 TX 5 14
46. 24654 Pass F 350 Flange plate block shear strength 9 Beam flange block shear strength 9 Moment for block shear failure 0 1 Myf e e ee ww n 6284 8 8416 0 Pass F 350 smic design shear o 82 2 F 350 Shear Plate Shear strength of bolts 7 7 Pass Bearing strength of plate Pass Tearing strength of plate FAIL Bearing stre of web Pass Tearing stre of web 95 Pass Shear yielding strength of plate Shear rupture strength of plate Block shear strength of plate 89 FAIL J4 3 89 FAIL J4 4 99 AIL J4 5 0 dea WARNING Connection does not satisfy all requirements of the model Even ed capacity is adequate the design may not be faz CRITICAL LIMIT STATE Flexural strength tensile rupture UTILIZATION RATIO 100 STRENGTH RATIO 1 004 Pass Limcon V3 50b 108 e 7 Examples Limcon V3 Bolted Moment End Plate Connection This is the design example from p 115 of Design of Structural Connections The printed output on the following pages is obtained by clicking the Print button in the connection dialog box Limcon V3 7 Examples e 109 Page 1 of 3 Limcon V3 5 31 Oct 2006 9 16 PM Engineering Systems Development Job BMEP p 115 Connection BMEP Bolted Moment End Plate Design Example Design of Structural Connections p 115 CONNECTION BMEP Bolted Moment End Plate End plate 200x25x540 Gr 250 Flange weld FPBW 48
47. 3 TYT 5 141 U UFBR 4 73 Units 18 21 US customary units 21 41 User defined bolt categories 152 User defined steel grades 151 Utilization ratio 19 48 V V o 77 Limcon V3 Index e 155 View menu 32 Virtual reality 9 10 14 20 46 Ww WAS 1 WBC 2 54 61 Web doubler plates 61 Web side plate 1 53 97 Web update 28 Website 29 Weld group 6 Weld matching 46 Welded angle seat 1 Welded beam column 2 Welded flange plate connection 3 Welded splice 3 Welds 45 WFP3 WGP 6 Whitmore 69 WSP 1 53 97 WSPL 3 54 X X connection 5 143 Y Y T 5 141 Yield line analysis 62 Yield stress 19 156 e Index Limcon V3
48. 30 of gMs 4081 5 Shear nsion 0 of gNs 607 5 mpression 0 cf oNs 607 5 OTE Input design actions are not automatically increased if they are less than the specified minimum actions Minimum actions may be set in any load case Th check warns if any design action is less than the specified minimum for all load cases 2888 0 kip in EP 42 0 kip 0 0 kip Using AISC 2005 model GEOMETRY CHECKS For Special Moment Frame ANSI AISC 341 05 Seismic Provisions rules Beam flange b t rat 5 0 lt Pass A 341 8 Beam web h t ratio coo mt n 44 7 lt Pass A 8 151 8 Column flange b t ratio FEMA 350 prequalification rules NOTE SEAOC recommendations do not permit use of this connection type for IMF or SMF The connection type is not included in ANSI AISC 358 05 IMF and SMF Beam depth as da 24 42 55 18 10 lt Pass F 350 Beam span to depth ratio Pass F 350 Beam flange thickness Pass F 350 Beam yield stress Pass F 350 Pass F 350 Column depth Pass F 350 Pass F 350 Column y StreSS ooooo o Pass F 350 Flange plate yield stress Pass F 350 Pass F 350 Flange plate weld to column Pass F 350 Bolt dia Pass F 350 Bolt UIS Pass F 350 Web bolt spacing sp P Pass F 350 Flange plate bolt spacing s2 Pass F 350 DESIGN STRENGTH CHECKS Strength ratio Reqd strength Design strength I I Beam Flexural strength tensile ruptu
49. 370 5 gt wv 0 0 Pass End plate ply bearing capacity 1769 5 gt V 0 0 Pass NOTE Specified combination fillet butt weld does not require checking Critical limit state Section yield capacity g Ru S 1 000 Pass Limcon V3 00 00 122 7 Examples Limcon V3 Bolted Splice This 1s the design example from p 142 of Design of Structural Connections The printed output on the following pages is obtained by clicking the Print button in the connection dialog box Limcon V3 7 Examples e 123 P 10f3 Limcon V3 5 st oc as Engineering Systems Development Job BSPL p 142 Connection BSPL Bolted Splice Design Example Design of Structural Connections p 142 CONNECTION BSPL Bolted Splice Gap between ends 10 Flange plate 150x12x300 Gr 250 Bots 2 M20 8 8 TB N in 2 lines t 20 gauge Gr 300 _MOUBSIT Bt Web plates 2 x 180x6x280 Gr 250 Bolts 8 20 amp 8 TB N Geometry WARNING late 1 th beam flange width 0 error s 1 warning s LIMCO BSPL Bolted Splice Australia Metric Design code AS 4100 ASI 2006 Membe 410UB53 7 D rad 320 MPa B Area 320 MPa Tf 440 MPa Tw Gap between ends 10 plates ext TB N ea flange in 2 lines and 2 rows each side between rows 90 gauge Flanges 300x180x12 splic Bolts 8 M20 8 90 across gap
50. 4 When you create a new connection default initial sections are used The country configuration determines these default sections For example when configured for the US the default beam for the FEP connection is a W16X36 When configured for the UK it is a UB406X178X54 and when configured for Australia it is a 410UB53 7 Section Grades The section library contains information about steel grades available for each section When you choose a section you must also choose a steel grade from those available If the grade required is not shown in the grade list box you can easily add it by editing the section library Plate Component Grades Plates are available in certain grades depending on the country setting For example the usual plate grade in the US is A36 it is S275 in the UK and in Australia it is 250 AS NZS 3678 For more detailed information on grades of plate components see Steel Grades on p 39 Limcon V3 1 Introduction e 13 Computer Requirements Recommended e Windows XP or later e 1024x 768 resolution or higher e 32 bit color e Color printer Virtual Reality Graphics The View button in Limcon connection dialog boxes displays an OpenGL virtual reality representation of the connection Virtual reality 1s only available on displays with 65535 or more colors To see the color capability of your display go to the Settings page of Display Properties in the Windows Control Panel The necessary minimum c
51. 6 N 250 0 Pass Effective width a ee i 32 8 Nc2 brace effective width capacity PE ed 475 6 N 200 0 Pass Ndl RHS chord punching shear capacity 565 0 gt N 250 0 Pass Nd2 RHS chord punching shear capacity 565 0 gt N 200 0 Pass Length of weld brace 1 i 308 Nel weld capacity for specified throat i 301 2 gt N 250 0 Pass Length of weld brace 2 n 308 Ne2 weld capacity for specified throat a 301 2 gt N 200 0 Pass Critical limit state Nal RHS chord face plastification cap g Ru S 1 068 Pass Limcon V3 00 00 Limcon V3 T Examples e 147 HSS T or K Overlap Connection This is the design example from p 14 15 of Design of Structural Steel Hollow Section Connections The printed output on the following pages is obtained by clicking the Print button in the connection dialog box 148 7 Examples Limcon V3 Limcon V3 5 Engineering Systems Development Job TKNO p 14 15 Connection TKNOp 14 15 SSHS T or K Overlap Connection Design Example Design of Structural Steel Hollow Section Connections p 14 15 Page 1 of 2 17 May 08 09 23 12 PM CONNECTION TKNOp 14 15 HSS K N Overlap Connection BR1 75X75X4 05HS Gr C450 Angle 40 BR2 100X100X5 0SHS Gr C450 Angle 40 Weld 4 2 throat 480 SP around end of brace Gr C450 Gr C450 7SX75X4 0SHS 100X100X5 0SHS BRI BR2 Gr C350 Er a 125X125XS 0SHS Overlap 70 Eccentricity 34 8 Chord
52. 76 of Design of Structural Connections The printed output on the following pages is obtained by clicking the Print button in the connection dialog box Many different styles of printout may be obtained by adjusting parameters in the Page Setup dialog box File gt Page Setup command Limcon V3 7 Examples e 97 Page 1 of 3 Limcon V3 5 E Engineering Systems Development Job WSP p 76 Connection WSP Web Side Plate Fin Plate Design Example Design of Structural Connections p 76 CONNECTION WSP Web Side Plate Plate 180x8x210 Gr 250 Weld 8 FW 480 SP to support B S 35 Bolts 6 M20 8 8 S N in 2 cols Be f 100 735 7 Gr 300 S 410UB53 7 70 BI LIMCON V3 5 o 22 FW fu 480 MPa SP to support Support Mark C1 Limcon V3 51c 98 e 7 Examples Limcon V3 Page 2 of 3 Limcon V3 5 28 Jun 07 03 10 07 PM Engineering Systems Development Job WSP p 76 Connection WSP Web Side Plate Fin Plate Design Example Design of Structural Connections p 76 Input design actions are not automatically increased if they are less than the specified minimum actions Minimum actions may be set in any load case This check warns if the shear ce is less than the spec i imum 40 kN for all load cases Shear force exceeds specified min amp t least one load case INPUT DESIGN ACTIONS BHear VT
53. 84 2 gt Nufc 44 1 Pass Web shear Web depth between flanges 17 50 in Web depth for shear resistance Beam web shear strength 49 2 gt Vu 0 0 0 00 Pass Web welds Weld depth for shear resistance 8 75 in Using 0 315 fillet weld fu 70 1 both sides Web fillet weld shear strength 2 sides 12 0 0 0 00 Pass Section web axial capacity ll Minimum weld design force 6 750 kip in Sec n moment capacity ratio 0 Web weld design force 6 750 kip in Using 0 315 fillet weld fu 70 1 both sides Web fillet weld axial strength 2 sides 14 041 gt nuw 6 750 2 08 Pass Bolts Shear strength of compression bolts 14 1 gt Vu 0 0 0 00 Pass Limcon V3 50b Limcon V3 7 Examples e 115 Limcon V3 5 Engineering Systems Development Job MEPC P 24 Connection P 24 Flush Moment End Plate Connection Design Example AISC Steel Design Guide 16 p 24 Page 3 of 3 31 Oct 2006 9 38 PM End plate ply bearing strength rupture strength no prying STATE Pass 0 0 0 00 Pass Limcon V3 50b 116 7 Examples Limcon V3 4 Bolt RHS Moment End Plate Connection 12557554 0RHS El This is Design Example 1 from Ref 27 Design Model for Bolted Moment End Plate Connections Using Rectangular Hollow Sections The printed output on the following pages is obtained by clicking the Print button in the connection dialog box
54. 92 Pass D2 1 SEISMIC DESIGN PROCEDURE References F 350 FEMA 350 Recommended Seismic Design Criteria for New Steel Moment Frame Buildings SEAOC Commentary and Recommendations on FEMA 350 January 2002 A 341 ANSI AISC 341 05 Seismic Provisions for Structural Steel Buildings A 358 ANSI AISC 358 05 Prequal d Connections for Special and Intermediate Steel Moment Frames for Seismic Applications Peak strength coefficient Cpr 1 15 Beam yield ratio Ryb s ye 1 10 Probable plastic moment at hinge Mpr 5736 8 kip in Span c C C hb 4 9 x wow 360 in Plastic hinge offset Sh 23 35 in Distance between plastic hinges L 313 in Shear at plastic hinge Vp 74 7 kip F 350 Moment at column face Mf ns da kip in F 350 Moment at column centerline Mc F 350 Coefficient Cy Seca ne F 350 Yield moment at column face Myf aa a F 350 Column yield ratio RYC se eee B 341 Panel z thickness t 4 Pass F 350 Flange te thickness tpl UA r de Pass F 350 Moment for shear failure of bolts SEAOC 1 2 Myf Wow wor WOW e CLE 21 Pass F 350 Moment for fracture of flange plate SEAOC 1 2 Myf ca 9 3 x 6999 4 Pass F 350 Fracture of beam flange Znett Z 45 FAIL SEAOC Bolt hole e gation force flange F 350 Bolt hole elongation force plate se ee F 350 Moment for elongation of bolt holes 4 F 350 1 2 Myf s a a ee ee ee E 8
55. ANDARD Text height 20 mm FILE gt CONFIGURE gt DXF The text style must also be included in the header DXF The text height and dimension text height is determined by the value in the dialog box 90 e 5 DXF Output Limcon V3 6 Editing the Section Library General Section Library Limcon refers to the current steel section library for information required for checking and design of steel connections The File gt Configure gt Section Library command allows you to select any available library as the current library Using the method described below you may edit the library Special section libraries may also be created Limcon library files have the file name extension lib e g Asw lib Uk2000 lib and cannot be listed printed or edited For each library file there is a corresponding source file an ordinary text file having a file name extension asc Library source files may be manipulated by the Section Library Manager Section Name Each section has a unique section name with up to 15 characters Blanks are not permitted The section name must have one contiguous alphabetic group between 1 and 4 characters long This is the section mnemonic Section Mnemonic The section mnemonic is used in Limcon for identifying the section type It is embedded in the section name and apart from X is the only part of the name that may be alphabetic An X character contiguous with the section mnemonic i
56. Bolt shear critical bolt row column Bolt shear 2722030 cere we cers a 92 6 gt V res 66 1 1 40 Pass Bolt bearing tearing critical bolt row column bearing 172 gt V res 66 1 2 86 Pass ext 3 2 gt yty 51 0 1 97 Pass ext e 1 2 gt V h 42 1 3 79 Pass int 1 2 gt Viv 51 0 3 35 Pass Bolt group int ama gt v h 42 1 4 07 Pass Web Bolt bearing tearing critical bolt row column Bole bearing 2 2 ee ec ee wee a DPA 6 gt V res 66 1 2 91 Pass Bolt group ext tea a AL 1 10273 gt VER 42 1 2 43 Pass Bolt group int te a a 272 174 6 gt V v 51 0 3 42 Pass Bc group int tea nisi 172 174 6 gt V h 42 1 4 15 Pass CHECK 4 Plate Shear yield capacity ens 4 2 0 54 21122 sv 0 1 18 Pass AS4100 5 11 3 Bhear rupture capacity gt calice 4 4 s e 285 Y LIEVE O 1 42 Pass Plate moment capacity 247 0 gt v 0 1 37 Pass Plate block shear capacity 402 7 gt V 0 2 24 Pass Limcon V3 51c Limcon V3 7 Examples e 99 Limcon V3 5 Engineering Systems Development Job WSP p 76 Connection WSP Web Side Plate Fin Plate Design Example Design of Structural Connections p 76 Page 3 of 3 29 Jun 07 03 10 07 PM Member 1 flange che ION ITY RATIO IO LIMIT STATE Weld FAIL Informative Limcon V3 51c 100 e 7 Examples Limcon V3 Flexible End Plate Connection
57. C Steel Construction Manual Adjust Gusset Plate Geometry 321 xj r Simple cleat Length L Width b MUTO sb4 r Rectangular gusset plate Width Wi Height Hi ert offset Brace offset Em al Fr xp era Frs al Edge inc Edge inc fo Ad fo ss gusset plate dimensions you will see the dotted orange lines of the hitmore pattem change amp geometry error occurs unless these lines are wholly within the outline of the gusset plate As you click these buttons to change the brace offset and GUSSET PLATE DIALOG BOX Note In the standard version of Limcon this connection type is only available with a current maintenance subscription Limcon V3 4 Technical Notes e 75 Hollow Structural Section HSS Truss Connections Three types of uniplanar HSS truss connection are available These are the Y T connection with one branch and the X and K N connections with two branches The K N connection may be a gap connection or an overlap connection with different rules applying to each The KT connection with three branches is not available in Limcon Guidance is available from CIDECT www cidect com and Corus www corusgroup com on how to adapt K N connection results for a KT connection Without loss of generality Limcon shows each connection in a standard orientation In K N connections brace 1 is shown on the left and brace 2 on the right Either brace angle may be 90 making an N connection In K N over
58. CH 125X125X5 0SHS Gr C350 heck WARNING Weld throat exceeds HSS thickness 0 error s 1 warning s LIMCON V3 5 Connection N Overlap Connection Australia Countr U Metric Design code AS 4100 125X125X5 0SHS Grade C350 Area 310 fy 350 MPa Sx 1 0300E 05 fu 430 MPa Mark BRl 75 mm 75 mm 4 mm bending cap Shear capac on axial capacity A Angle between brace and chord MPa 00 MPa SIINI Mark BR2 Section 100 100 mm Area 100 mm Sx 5 mm bending capa shear 0 MPa 0 MPa Bum 5 A DR TI E PA E 70 mm Brace 1 overlaps brace 2 4 throat fu 480 MPa SP around end of brace NS NOT CHECKED INPUT DESIGN Axial Axial Axial kN tens kN comp kN Limcon V3 53d Limcon V3 7 Examples e 149 Page 2 of 2 Limcon V3 5 17 May 08 09 23 12 PM Engineering Systems Development Job TKNO p 14 15 Connection TKNOp 14 15 SSHS T or K Overlap Connection Design Example Design of Structural Steel Hollow Section Connections p 14 15 Max axial force in chord N o 0 0 kN Bending moment in chord M o 0 00 kN m Using ASI 1996 model S NC Chord capacity 2 N o 0 Pass Brace d capacity 2 N 1 51 Pass Brace 2 capacity 2 N 2 46 Pass BRANCH CONFIGURATION CHECKS Chord normal force 1 ANE DW eie Chord lforce2 Out o nce normal force Chord axial
59. CTION CHECK Specified minimum design actions Bending 30 of Ms 639 9 192 0 S 40 0 n 0 of Ns 3186 0 0 0 i 0 of ONs 3186 0 0 0 Input design actions are not automatica increased if they are less than the fied minimum actions Minimum act s may be set in any load case This check s if any design action is less than the speci d minimum for all load cases NG Design bending nt is less than sp NG Design shear force is less than specified minimum kN comp ee ee ee tm nm n n kN kN eee e kN m Moment My 2 2 2 o 09 o9 o9 999 kN m NOTE Bending moment is ignored DESIGN CAPACITY CHECKS Capacity ratio Design action Design capacit I NOTE Capacity of section is not checked Using ASI 1994 model Compression analysis Concrete confinement ratio 1 48 Con te foundation capacity 2441 P c Pass Plate outstand cantilever capa e 587 Pic Pass Fling plate thickness wow here 2 min Fail Informative Modified Thornton p e capa Ref 83 P c Pass Column weld shear capacity fu contact 148 Ver Pass sis mt of friction n force o Available base plate friction 50 4 kN Design shear less frict 0 kN n shear less frictic kN Total shear capacity coo gt Vy 25 0 2 02 Pass CRITICAL LIMIT STATE Total shear capacity y RATIO g Ru S 2 016 Pass Limcon V3 50b 132 e 7 Examples Limcon V3 Moment Base Plate This is Example 4 7 from Ba
60. EE RE 23 Configurable User Graphic on Reports nono nono nonn non rnnrnnn rn nr conan nnonnro 24 Limcon V3 Contents ei Help Featutes on a a stus erar d Fee fb tres 25 Licensed Options s ironia e lege e dose tete dare tegi 27 Data from Earlier Versions ener R 27 Web Update i201 tenis Sits rr dde olere este A di deal 28 Maintenance amp Technical Support nennen eren enne 29 3 Menus amp Toolbars 31 File Menu cde OR tto tette ten e dea ette 31 Edit Met setate HE e aria aaa 32 View Meli LEIDEN 32 O D iii lin edi Ao 34 Connections Menu sectio aaa ND D 34 Connections List Menu ties RS eif ome e Iota 35 lean EE 35 Main Toolbar tdt feststellen dift cea iie ae 36 PopUp ME tds de e TRE OUR eet uin oce Re IS Eee EUR cenae io 37 4 Technical Notes 39 Detault Data ees etie ea ER EE UO e i ende oto 39 Steel GEradesus ft o e e ree ete te e lia 39 BOIS rut tee atte eet ete ete e e e t erp epi ee tere se eret riii ea 41 Bolt Bearttg 5 eet et LN Ne e M e Mas M 42 Friction Bolts c 2 ee eerte nee e dre ied ete e er SE Ried 43 Weeldsi nes ttm ettet rte ee ae endet t a do ip or eerte D ERUIT 45 Multiple Load Cases nennen rra nennen rne 47 TIRED anid ASD t deese tae e ERE ea EAI Ae ade 48 Minimum Design Actions nono nrnnnrnn nr on rr nn rr nn ron ron r nan rn r rn nn nn nn narran nrnnos 50 Shear Connections 5
61. Flush and Extended Multiple Row Moment End Plate Connections T M Murray amp W L Shoemaker Steel Design Guide 16 American Institute of Steel Construction 2002 Extended End Plate Moment Connections Seismic and Wind Applications 2nd Edition T M Murray amp E A Sumner Steel Design Guide 4 American Institute of Steel Construction 2004 4 Technical Notes e 85 20 21 22 23 24 25 26 27 28 29 30 31 32 33 Stiffening of Wide Flange Columns at Moment Connections Wind and Seismic Applications C J Carter Steel Design Guide 13 American Institute of Steel Construction 1999 High Strength Bolts A Primer for Structural Engineers G L Kulak Steel Design Guide 17 American Institute of Steel Construction 2002 Base Plate and Anchor Rod Design 2 Edition J M Fisher amp L A Kloiber Steel Design Guide 1 American Institute of Steel Construction 2006 Handbook of Structural Steel Connection Design and Details A R Tamboli McGraw Hill 1999 Limit States Design in Structural Steel 7 Edition G L Kulak amp G Y Grondin Canadian Institute of Steel Construction 2002 Hollow Structural Section Connections and Trusses A Design Guide J A Packer amp J E Henderson Canadian Institute of Steel Construction 1997 Steel Designers Manual 6 Edition
62. G2 Detail JAISC 360 05 LRFD 47 04 9 C Key diagram CONNECTION KTG 2 Bracing Cleat Type 3 Double angles bolted on long legs 16 Gr BR L6X3 5x6 16 Gr A672 Bolts 4 3 4 AGP5ST N at 2 5 gauge 2 5 pitch Gr A672 L63 5X5 16 46 deg Gusset plate 9 x1 2 x 19 Gr A06 x Wield 3 16 FW TOksi to support B S Effective length Unsupported clest conpression strength CRITICAL LIMIT STATE UTILIZATION RATIO 35 STRENGTH RATIO 2 829 Pass COMPONENT BRACE DIALOG BOX Effective Lengths y Brace members Brace 1 VV Brace2 TL Braces Angle WP offset 60 00 deg fe aja en deg fi alal 90 00 deg fe As r Chord WP eccentricity WP on Face of Chord El fo AY Zero Ecc r Gusset plate Wi 19 Hi 9 ti 1 2 Grade 436 zd Weld 1 4 FW 70ksi fs eza Bs eb bx r Bolts Dia 3 4 Cat 43255T Threads N Hole 0 8125 sp 28 sg 25 ae1 1 1 4 r Design loads N 1 50k tens N 2 30k comp N 3 0 al 84 9 Pu 30 0 35 Pass Yield on Whitmore section C Simple cleat Rect gusset plate Beam column y Members 3 Double anales bolted on long legs Brace Mark BR L6X3 5X5 16 Grade A572 Angle 45 0 deg Column W815 Grade 436 flange connection r Plates Wi 9 Hi 19 ti 1 2 Grade A36 amp d Weld 3 16 FW 70ksi i Pad 3 tu r Bolts Dia 3 4 Cat 43255T Threads N
63. Hole 0 8125 Cols 2 Rows 2 sp 2 5 sg 2 5 ael 1 1 4 r Design loads Design axial force N 30k comp Fal 84 9 E Pu 30 0 35 Pass Unsupported cleat compression capacity While buckling in single brace connections is checked using an effective length factor k of 1 0 or 1 2 the value used for a beam column brace is typically half of that This recognizes the restraint provided by adjacent members and transverse tension in the gusset plate 70 e 4 Technical Notes Limcon V3 Limcon uses an effective length factor for each component brace connection that is determined as the single brace value 1 0 or 1 2 depending on design code reduced by up to 5096 depending on the direction of any adjacent member and the tension force in it If a member lies within 45 of the direction of the brace under consideration and it has a tension force of at least the same magnitude as the compression force in the brace under consideration the effective length factor 1s reduced by 50 As the angular displacement of the nearer tension member increases the effective length reduction diminishes linearly to zero when the angle is 90 Similarly effective length reduction diminishes linearly to zero as the force in the nearer tension member decreases to zero Effective length reduction is achieved by multiplying the k factor by an effective length modifier Where an effective length modifier is used it i
64. Limcon V3 User Manual COPYRIGHT NOTICE C Copyright Engineering Systems Pty Limited 1992 2012 All rights are reserved The copyright applies to this manual and to the corresponding software together referred to herein as the licensed material DISCLAIMER Subject to limitations imposed by law Engineering Systems makes no warranty of any kind in connection with the licensed material Neither Engineering Systems nor its agents shall be liable for any errors contained in the licensed material nor for any incidental or consequential damages resulting from the furnishing or use of the licensed material Engineering Systems and its agents are not engaging in the provision of consulting services in supplying or supporting the licensed material Users of the licensed material are advised that output from computer software should be subjected to independent checks Engineering Systems reserves the right to revise and otherwise change the licensed material from time to time without notification or provision of revised material SOFTWARE LICENCE The software is supplied to the user under licence It may be installed on as many computers as required but the number of concurrent users must not exceed the number of licences held For network licences use is permitted only in the country for which the licence was supplied The software may not be sub licensed rented or leased to another party The licence can only be transferred to another party on pay
65. Limcon has a Print command on the File menu File gt Print This is for printing connection details either multiple connections or just one connection at a large scale The File gt Print Preview command is for previewing the picture that would be printed by the File gt Print command The preview shows exactly what the printed page will look like so you can check margins and page orientation without wasting paper If the preview shows a logo but it is not printed there may be a problem with the printer driver Printing Reports and VR Images In addition to the Print command on the File menu there is also a Print button on each connection dialog box that is used for printing a report including a diagram for the current connection Each connection dialog box has a 3D View button which displays a virtual reality image of the connection This image may be printed using the Print Image command on the File menu at the top of the VR image Print previews are not available for connection reports or VR images 22 e 2 Getting Started Limcon V3 The Page Setup Dialog Box The Page Setup dialog box allows you to change settings affecting the layout of graphical output or reports The current printer shown in the Page Setup dialog box is initially the Windows default printer and remains so until a different printer is selected A new current printer may be selected in the Windows Print Setup dialog box that is shown when y
66. RATIO 1 047 Pass This check Limcon V3 50b Limcon V3 7 Examples e 135 HSS Cap Plate Connection oo 5 05HS 2 n iu This is the design example from p 4 7 of Design of Structural Steel Hollow Section Connections The printed output on the following pages is obtained by clicking the Print button in the connection dialog box 136 e 7 Examples Limcon V3 Limcon V3 Sir ad 10 47 AM Engineering Systems Development Job TCAP p 4 7 Connection TCAP p 4 7 SSHS Cap Plate Design Example Design of Structural Steel Hollow Section Connections p 4 7 COL 100X100X5 0SHS Gr C450 Cap plate 220x12x130 Gr 250 160 cu y SS AN II o II n I D I Il E E SEN Il Il II UL Tot n lai ai Weld 6 CFW 480 SP all around member Bolts 4 M16 8 8 S N LIMCON V3 0 13 DEC 02 10 47 01 Connection TCAP 5 4 7 Tyse SSHS cap plate connection Design code AS4100 NZ53404 Member Mark COL Section 100X100X5 0SHS Grade C450 D 100 0 1 810E 03 Ly 400 B 100 0 6 350E 04 fu 500 T 5 0 Cap plate 130x220x12 Gr fy fu 250 260 410 Weld 6 CFW 80 SP all around Bolts 4 M16 8 8 8 N gauge 160 pitch 70 Design action N 130 0t ANALYSIS RESULT Check validity ranges Valid plate thickn range 12 0 gt 12 0 Pass Valid plate thickness range 12 0 lt 26 0 Pass Component imum plate thickness 12 0 gt 13 1 Pas
67. The Ref 27 design model uses a plate design stress which is a function of yield and ultimate stresses rather than the yield stress used throughout Limcon for evaluation of strength limit state capacities If Limcon used this value 416 MPa instead of the correct yield stress 340 MPa the bolt failure and plate failure capacities obtained would be 23 0 kN m and 26 8 kN m respectively These compare favourably with the published values of 22 2 kN m and 25 9 kN m The values in the Limcon output below 20 6 kN m and 21 4 kN m both exceed the design moment capacity of the section 19 0 kN m The connection is shown as failing the design checks only because the design moment of 22 2 kN m was chosen to match the capacity in the published design example Limcon V3 7 Examples e 117 Limcon V3 Engineering Systems Development Job TMEP4 R745 Connection R745 1 4 Bolt RHS Moment End Plate Connection Design Example University of Sydney C A S E R745 Example 1 Page 1 of 2 13 Dec 2002 11 14 AM 125X75X4 0RHS Gr C450 LIMCON V3 0 Connection R745 1 Type RHS bolted moment end plate Design code AS4100 NZS3404 End plate 265x135x16 Gr fy fu 350 340 480 Weld 4 CFB 480 SP all around section Bolts 4 Mi6 8 8 8 N edge dist 30 gauge 10 input design actions Member Mark Bi Section 125X75X4 0RHS Grade C450 D 125 0 Area 1 480 2 03 fy 400 B 75 0 Sx 6 0302 04 fu 500 T 4 0 Momen
68. a suitable pixel format is chosen automatically If your display has the necessary color depth and the virtual reality viewer does not work you may need to set the pixel format Contact Limcon support if you need help choosing an appropriate pixel format WARNING Use of an inappropriate value may crash your system Display member mark With this item checked Limcon virtual reality views show the mark and name of steel sections 20 e 2 Getting Started Limcon V3 Initially maximized With this item checked the OpenGL VR window fills the whole screen Output window The text size for the output window in connection dialog boxes normal size is 11 or 12 This does not affect the size of printed text which is determined in Page Setup see The Page Setup Dialog Box on p 23 Expand ht The initial height of the output window may be increased by selecting a non zero value in this box Limcon Commands Limcon commands are available from e The main menu e Toolbar buttons e The context menu All program commands are available on the main menu and commonly used commands are also available on toolbar buttons or the context menu for added convenience Commands selected from the main menu are referred to as shown in this example File Print Preview Commands selected by clicking a toolbar button are referred to by the name of the button as shown in the tooltip Units Limcon can be configure
69. and a beam web connection could be flexible tests show that accurately predicting the eccentricity 1s not always possible Single Plate Members r Beam 5 Top cope Mark B1 Depth 0 Length 0 _ Cancel Section 15 536 Grade 4992 y Bottom cope Depth 0 Length 0 Span 360 Support Mark C1 Connection location C Beam web Section w Bx31 Column flange C Column web Grade A992 y Support condition Gap ju Not specified C Flexible Not displayed Rigid SPECIFYING THE SUPPORT CONDITION Limcon V3 4 Technical Notes e 53 Note When Limcon is configured for AS 4100 or NZS 3404 the support condition should be not specified because the ASI design model Ref 37 does not permit the distinction between flexible and rigid support conditions Extended Plate When the distance from the face of the support to the first line of bolts exceeds a specified value e g 3 5 in for the AISC design model a buckling check is performed on the plate In accordance with the recommendations of Ref 6 this is done using the Cheng Yura Johnston method for checking local buckling in a double coped web HSS Column Unlike other shear connections this connection is available in Limcon with hollow structural section HSS columns Punching shear of the plate is checked and without axial force in the beam it is not necessary to check for column face yielding Ref 25
70. and then checks each component connection as a single brace connection with a rectangular gusset plate using parameters determined by the KTG connection data Any of the single brace connection types may be used for the component braces Without loss of generality Limcon shows each connection in a standard orientation Brace 1 is shown on the left and brace 2 on the right With two braces either brace angle may be 90 making an N connection If brace 3 exists it is the center brace Gusset plate yield and buckling are checked using the Whitmore section The Whitmore pattern consists of two lines radiating at 30 from the center of each outer bolt in the first bolt row to the Whitmore section along the center line of the last bolt row closest to the connection working point This pattern is shown in the detail diagram for each component brace The Whitmore equivalent column lengths L1 center L2 upper and L3 lower are also plotted Limcon automatically checks that none of the lines in the Whitmore pattern intersects an edge of the gusset plate The primary checks include e A check on the slenderness of gusset plate unsupported edges The default value for the maximum permissible b t ratio is 28 a different value may be entered by clicking on the Gusset plate button e Strength of the weld to the supporting member using the resultant of all brace forces e Yield of the gusset plate under combined stresses on a se
71. ass Pass Pass Pass tearing earing earing LIMIT Bolt group ext ION RATIO 69 RATIO g Ru S 1 450 Pass Limcon V3 50b 126 e 7 Examples Limcon V3 Bracing Cleat This 1s the design example from p 6 21 of Design of Structural Steel Hollow Section Connections The printed output on the following pages is obtained by clicking the Print button in the connection dialog box Limcon V3 7 Examples e 127 Page 1 of 2 Limcon V3 5 31 Oct 2008 4 39 PM Engineering Systems Development Job Ex p6 21 Connection Compression Bracing Cleat Design Example Design of Structural Steel Hollow Section Connections p 6 21 GONNECTION Compression Bracing Cleat Weld 6FW 480 SP to brace B S Plate 90x10 x 235 at c l Angle 40 00 deg Gr 250 eld 6 FW 480 SP to support B S LIMCON V3 5 Connectio Compression Bracing Cleat Conne n 8 HSS welded to tee en Country Australia Units Metric Design code AS 4100 ASI 2006 Grade C450 0E 03 fy 450 MPa DE 04 fu 500 MPa BR Section 65X65X5 Area Sx brace and normal to support 40 00 deg 0 260 410 MPa 0X9 05HS Area fy 350 MPa Sx fu 430 MPa 260 410 MPa 80 8 mm pitch to support Clearances Clearance between brace cleat and column 43 Clearance between brace and cleat 20 0 mm B Limcon V3 50b 128 7 Examples Limcon V3 Limcon V3
72. at the top and then click on any item for help Clicking the Compute button computes all derived values from the current dimensions The Restore button sets all edit boxes back to their original values Limcon V3 Name TN Gee prp M fa A 128 J 0 0039 whs Ax po lx p3 o m 2 35 zx 12 41 Sx 2 8 Ay po ly ps Ty py Zy ps5 Sy p3 Detail C Key diagram NARA Y o fe in Compute G1 A36 B 184 in EN 62 ases TE 0171 in a 63 fo e e Tw 0114 in th AR 0 in 017 z 1 84 Web thickness 0 11 SECTION PROPERTIES DIALOG BOX FOR I SECTION The GI G2 and G3 boxes show the grades in which the section is available Only grades recognized by Limcon should be used see Steel Grades on p 39 No more than three grades are permitted and unspecified grades must be zero If one grade is specified it must be G1 and if two are specified they must be G1 and G2 Section property dialog boxes for some sections have an Ax Ay button which computes shear areas Shear areas are not used by Limcon Limcon V3 6 Editing the Section Library e 95 Compiling a Library When you click the Save button Limcon offers to compile the new library file Click Yes in the dialog box below to do this 1 2 Do you wish to compile the library file COMPILING THE LIBRARY The library compiler reads and interprets the library source file and writes a Limcon lib
73. ate 245x130x10 Gr fy fu 250 260 410 Weld 4 2 throat CW 480 SP around end of member Input design actions Column Rafter Moment 25 0 25 0 Shear 48 0 45 0 Axial 32 0c 20 0c ANALYSIS RESULT Minimum design actions column Bending 50 of gMs 36 2 18 Shear 15 of gVv 256 1 38 or 40 Minimum design actions rafter Bending 50 of gMs 36 2 18 Shear 15 of gVv 256 1 38 Limcon V3 00 00 Grade C350 fy 350 fu 430 Grade C350 fy 350 fu 430 1 kN m 4 kN governs 0 kN 1 kN m 4 XN governs 12 DEC 02 19 54 26 T Examples e 139 Limcon V3 allo 12 Dec 2002 7 54 PM Engineering Systems Development Job KNEE p 10 9 Connection KNEE p 10 9 Mitred Knee Design Example Design of Structural Steel Hollow Section Connections p 10 9 or 40 0 kN Final design actions Column Rafter Moment 25 0 25 0 Shear 48 0 45 0 Axial 32 0c 20 0c Check validity ranges Section widths 100 0 100 0 Pass Angle theta s e doi 4 9 o4 x x 4 o5 95 0 90 0 Pass 95 0 180 0 Pass COLUMN Thickness t1 5 0 2 0 Pass 5 0 lt 25 0 Pass di bi 1 50 gt 0 33 Pass 1 50 lt 3 50 Pass Section slenderness plasticity limit 30 0 Section slenderness yield limit ae 40 0 Section slenderness ee ee 21 3 Compactness C Pass DT Bia AA wd wow Eee d 320020 lt lt 400 0 Pass KE unu X ux e veda fe Ma iA ial ET ie Roi ee ea LO Ms 400 0 Pass
74. ates For an I section this adds two identical plates of the same length as the outer plate The flange force is apportioned in the ratio of the gross area of outer and inner plates and each plate connection is checked independently Flange Plate Weld There is an option for the flange plates to be fillet welded and not bolted on one side of the splice The detail shows one set of flange plate welds on each side of the splice i e bottom left and top right flanges welded bottom right and top left flanges bolted Flange plates are located so that the welded end overlaps the flange by exactly the specified weld length The dialog box for inputting the flange plate weld also permits the omission of the end welds This allows the designer to avoid transverse welds which in some situations may cause flange embrittlement or otherwise impair flange strength 56 e 4 Technical Notes Limcon V3 Flange Plate Weld IV Flange plates welded one side of splice fu 480 m Cancel Quality sp Leg E y Length fas End not welded FLANGE PLATE WELD DIALOG BOX Shear Lag Shear lag is checked when a tension flange plate is connected by longitudinal welds only In this case Limcon enforces a minimum length of weld equal to the width of the plate L w 1 0 Where the design code does not specify the shear lag coefficient the value from Ref 25 is used this varies from 0 75 when L w is 1 0 to 1 0 when L w is 2 0 ASI Bolted Momen
75. capacity 91 1 Vu Plate block shear sork ne fi a ee en Ro 98 9 gt Vu Pass 50 0 1 98 Pass WI a o o mm N LRFD STRENGTH CHECKS USING STRENGTH RATIO 48 e 4 Technical Notes Limcon V3 ASD STRENGTH CHECKS Strength ratio Reqd strength ASD strength CHECK 2 Weld Weld shear capacity 63 2 V 35 0 1480 Pass CHECK 3 Bolts Bolt Shear CADACLEY nei cx ues dme Rh ceo a 63 4 gt V 35 0 1 81 Pass Plate ply bearing capacity 122 9 V 35 0 3 50 Pass Plate ply tearing capacity 89 2 V 35 0 2 55 Pass CHECK 4 Plate End plate shear capacity poa 0 60 6 gt V 35 0 1 73 Pass Plate lock shear y e scrid a Goog yo o9 b cum 6559 e 7M 35 0 1 88 Pass ASD STRENGTH CHECKS USING STRENGTH RATIO The strength check output is repeated below showing the utilization ratio instead of the strength ratio ASD STRENGTH CHECKS Utilization ratio Reqd strength ASD strength CHECK 2 Weld Weld shear strength i 24 6 6 32 94 63 35 CHECK 3 Bolts Bolt shear strength Plate ply bearing strength Plate ply tearing strength CHECK 4 Plate End plate shear strength Plate block shear ASD STRENGTH CHECKS USING UTILIZATION RATIO Limcon V3 4 Technical Notes e 49 Minimum Design Actions To ensure a certain minimum degree of robustness in a connection design codes and connection
76. cause of the two dimensional yield line pattern and the presence of prying which may not occur in base plates Thus when the TMEP model is used to design a base plate it would be advisable to apply an additional strength reduction factor to account for the above effects Calibrating the TMEP to a similar moment base plate BASE would be reasonable 4 Technical Notes e 63 Hollow Structural Section Chord Column Face Yielding Truss chords and columns composed of hollow structural sections HSS need to be checked for face yielding the development of a yield line pattern where a plate or branch is welded to the chord or column The face yielding strength is adversely affected by co existing compressive stress in the chord or column and the formulae for face yielding strength contain an efficiency factor that is less than 1 when compressive stresses are present In the CIDECT manuals and in Packer amp Henderson Ref 25 this is f n for SHS RHS and f n for CHS ANSI AISC 360 Chapter K uses the same values referred to as the Q parameter The same method is used in Limcon for all connections in which face yielding is checked These are the bracing connections BRAC KNG and the HSS truss connections TYT TX TKNG TKNO Single plate connections to an HSS column WSP should be checked for column face yielding if axial force is present in the beam This check is not currently performed by Limcon but can easily be done by treating
77. ccording to the AISC publication Design Guide 1 Base Plate and Anchor Rod Design Second Edition and seismic design capability for some moment connections In 2008 the ASI began publishing its revised Connections Series comprising design guides and design capacity tables Limcon V3 55 incorporates the ASI 2008 models many of which are closely related to AISC models detailed in the Steel Construction Manual 13 Edition and AISC Design Guides There are some additions to the ASI design models including axial force in shear connections see Chapter 4 for details Support for Eurocode 3 BS EN 1993 2005 was added in 2009 Limcon does not implement the component method design models in EC3 but does apply EC3 rules to the existing AISC ASI models Limcon V3 6 includes updates for ANSI AISC 360 10 and CSA S16 09 If the file Readme txt is present in the Limcon folder after installation you should read it for information that became available after this manual was printed The file is automatically displayed during installation but it may be displayed in Notepad at any time by double clicking the file in Windows Explorer The first version of Limcon fully compatible with this manual is V3 60 Contents Preface iii 1 Introduction 1 Connection Types ette t n te t e e t e iy e a n t ee td teen 1 Simple Shear Connections eere 1 Moment ConnectionsS ie 2 Spices te Aen d A D ele mM
78. chnical support In addition the Help About dialog box contains hot links directly to the Limcon website on the internet and to e mail Support NOTE With Auto check enabled in general configuration Limcon can obtain up to date information about your maintenance status Limcon No 999999 References Al Limcon V3 60 110414 Copyright 2011 1 ANSI AISC 360 05 Specification for Structural Licensed to Options Steel Buildings American Institute of Steel Construction 2005 Dice ere ANSI AISC 360 10 Specification for Structural Steel Buildings Maintenance American Institute of Steel Construction 2010 Maintenance expiry date is 31 12 2011 Lar A 2 CAN CSA S16 01 2003 Limit States Design of Steel Structures Check latest version While connected to the internet you may click this button to check the Limcon website for a newer version of any component Check Version r Limcon hot links Home page Support Downloads E mail F System information Available memory 2047 Mb Available disk space 793622 Mb CAN CS4 S16 09 2009 Limit States Design of Steel Structures 3 BS 5950 1 2000 Structural Use of Steelwork in Building Part 1 Code of Practice for Design of Rolled and Welded Sections 4 AS 4100 1898 Steel Structures 5 NZS 3404 Part 1 1997 Steel Structures Standard B Steel Construction Manual
79. con Display details about this copy of Limcon and Main Toolbar DEBH amp agguv2rr au system resources Also contains links to the internet E The Main toolbar offers the following commands Open a new job B si Open an existing job Limcon displays the Open dialog box in wh ich you can locate and open the desired file This command is for opening an existing job one previously saved from Limcon nu Save the job Print the view 1 e print a picture showing all thumbnail cells currently displayed Use the Print button in each connection dialog box t p e lt a ft o print a report Print preview i e display exactly how the graphics will be printed Back Click this button to go back to the view of all connections er showing a connection at full size Pressing Esc has the same effect a amp Remove column Connections will be shown at a larger scale Add column Connections will be shown at a smaller scale to accommodate an extra column v Scroll down one row Scroll up one row T Make text larger Increases size of text in all connection diagrams may cause overplotting T Make text smaller Reduces size of text in all connection diagrams reduces overplotting in complex diagrams m Help Topics on line Help contains all information in the manual 2 Help About Limcon 36 3 Menus amp Toolbars Limcon V3 Pop Up Men
80. conservative If bolt tension or plate yielding at the tension flange is critical a thinner plate may be justified by checking as a similar BMEP or MEPC Note that there are two important caveats to be observed when using a moment end plate model to check a base plate e The base plate should be thick enough for thick plate behaviour to govern Because of the limited bearing strength of the foundation full prying action cannot be assumed to occur so the required strength must be attained without prying e The lever arm between centers of tension and compression may be significantly smaller for a base plate In the moment end plate connection the center of compression is assumed to be at the compression flange while in a base plate it is determined by the distribution of stress in the concrete and may be well inside the compression flange Shear Analysis Shear on a base plate may be resisted by friction if the column is in compression by a shear key and optionally by the anchor bolts It is assumed that the shear is resisted firstly by the available base plate friction If there is a shear key it resists the balance of the shear force up to the available strength of the shear key When shear is permitted on the anchor bolts they are checked for the balance of the shear force In moment base plates it is assumed that only half the total number of anchor bolts can participate in resisting shear 78 4 Technical Notes Limcon V3 Bolt Gr
81. ction adjacent to the weld e HSS chord face plastification and punching shear Secondary checks are performed for each component brace with the procedure used for a single brace connection These include e Block shear and corner tearout tension only e Bolt shear and bearing e Bolt tearing tension only e Welds to member e Gusset plate buckling concentric or eccentric e Shear lag For gusset plate buckling the single brace effective length of the Whitmore equivalent column may be reduced if there is tension in an adjacent bracing member see Effective Lengths below Limcon V3 4 Technical Notes e 69 Checks that are not relevant for the compound connection are omitted These are e The check on the weld to the supporting member e The yield check on the section adjacent to the weld e HSS supporting member checks KT Gusset Plate Connection Name KTG Detail C Key diagram CONNECTION KTG KT Truss Gusset Connection Chord CHORD WAX1S Gr AG6 Eccentricity D sve outside ve inside Bolts 3 4 AQ25ST N at 2 5 gauge 2 5 pitch AISC 360 05 LAFD A 4 9 Gusset plate 19 x1 2 x 9 Gr A06 Weld 1 4 FWV 7Oksi to chord B S Effective length Unsupported cleat compression strength CRITICAL LIMIT STATE UTILIZATION RATIO 57 STRENGTH RATIO 1 745 Pass KTG DIALOG BOX Gusset Plate Connection Name K
82. d to use SI metric units or US customary units see Configuration on p 17 The units used are Item SI Metric US Customary Dimension mm in Force kN kip Moment kN m kip in or kip ft Stress MPa N mm2 ksi Force per unit length kN mm kip in Angle degree degree Rotation radian radian Limcon V3 2 Getting Started e 21 When the country setting is US the lists of available bolt sizes and plate thicknesses will include US customary sizes regardless of the units setting Metric bolt sizes and plate thicknesses are only available for the US country setting when US customary units are not used The units used in section libraries are those customarily used in the country of origin When using Section Library Manager to modify a library or make a new one the library units are used Modifying the Steel Section Library A source file is supplied with each steel section library The source file is a text file with the file name extension asc and the corresponding library file has a file name extension of lib e g Uk2000 asc Uk2000 lib Use the File gt Configure gt Section Library Manager command to modify a library It is recommended that you do not modify the standard library supplied with Limcon it is preferable to copy the library to a new one with a different name and then modify that See Chapter 6 for more information on Section Library Manager Printing in Limcon El Print and Print Preview Commands
83. dimension style are specified in the header DXF This is a file called Limcon dxf that is located in the Limcon library folder normally Limcon Lib The header DXF is in effect a prototype drawing to which the connection detail is added It is read by Limcon interpreted as required and written to the output DXF The Limcon dxf file distributed with Limcon is compatible with AutoCAD Release 12 When the special version Limcon US dxf is available DXF units will be inches when US customary units are selected It may be changed as required by editing with a text editor such as MsEdit Items that may be changed include layer names colors line types and the dimensioning variables 70 avoid the possibility of conflicts between the prototype drawing and the header DXF it is recommended that your CAD program is configured for no prototype drawing Limcon V3 5 DXF Output e 89 DXF Setup You may select the File gt Configure gt DXF command to determine the layers for the various components of the drawing The dialog box below shows the default layer names each of which already appears in the header DXF layer 0 is also included Adding a new layer name necessitates the addition of a block of data for that layer in the header DXF DXF Setup r Layers Outlines OUTLINE Welds wes Text TEXT o Dimensions DIMENS Messages MESSAGES Center lines ce NTER j Cancel Text style ST
84. e or both sides of column With or without stiffeners column web doubler plates and column flange doubler plates BMEP Bolted Moment End Plate Matching mitred end plates apex connection in rigid frame or end plate splice HBEP Haunched Beam End Plate Rafter horizontal or inclined Beam on one or both sides of column With or without stiffeners column web doubler plates and column flange doubler plates MEPC Flush Moment End Plate One or two rows of bolts inside tension flange Available for restricted range of I sections May be used as splice 2 e 1 Introduction Limcon V3 MEPC Extended Moment End Plate One two or three rows of bolts inside tension flange stiffeners available with one and three interior rows May be used as splice Seismic checking available for 4E and 4ES connections WFP Welded Flange Plate Shear tab welded or bolted Seismic checking available for fully welded connection BFP Bolted Flange Plate Fully bolted Seismic checking available Splices WSPL Welded Splice Allocation of bending moment between flanges and web determined by analysis method either elastic plastic or simplified BSPL BMEP f Bolted Splice Allocation of bending moment between flanges and web determined by analysis method either simplified elastic or plastic Bolted End Plate Splice L
85. e yielding serviceability capacity 20 6 M 14 8 Pass NOTE Specified combination fillet butt weld does not require checking Critical limit state Bolt tension failure capacity g Ru S 0 929 FAIL Limcon V3 00 00 Limcon V3 7 Examples e 119 8 Bolt RHS Moment End Plate Connection iM bl This is Test 7 from Ref 28 Design Model for Bolted Moment End Plate Connections Joining Rectangular Hollow Sections Using Eight Bolts The printed output on the following pages is obtained by clicking the Print button in the connection dialog box 120 e 7 Examples Limcon V3 Limcon V3 S Dee 2002 12 46 PM Engineering Systems Development Job TMEP8 1 10 Connection 7 8 Bolt RHS Moment End Plate Connection Design Example University of Sydney C A S E Research Report Test 7 BI 150X150X9 05HS Gr C350 End plate 260x16x260 Gr 350 60 80 60 Weld 480 SP compound butt fillet leg 8 Bolts 8 M20 8 8 S N LIMCON V3 0 13 DEC 02 12 46 22 Connection 7 Type RES bolted moment end plate Design code AS4100 NZS3404 k B1 Section 150X150X9 0SHES Grade C350 Member Mark B 0 0 Area 4 8005 03 fy 350 0 0 9 0 1 1 Qi oH Sx 2 480E 05 fu 430 Huo End plate 260x260x16 Gr fy fu 350 340 480 Weld 8 CFB 480 SP all around section Bolts 8 M20 8 8 S N edge dist 30 gauge 35 Input design actions Moment 78 1 Shear 0 0 Axial 0 0 Minimum
86. ecked the background of the connection view is lightly colored blue or green respectively for LRFD and ASD When CSA S16 is selected the 2mm box may be checked to allow an additional 2mm for the diameter of bolt holes as required by Cl 12 3 2 when holes are not drilled With EC3 selected the associated button permits the input of gamma values which may depend on the EC3 national annex in effect Default values are those specified in the UK national annexes 18 o 2 Getting Started Limcon V3 Section library file The currently selected section library file Section library files A list of all available section library files See Folders for the location of the library folder Section analysis method The method used for determining the distribution of forces between flanges and web in moment connections and splices See Rigid Connections on p 54 Splice outer bolt row check When the shear force in a bolted splice is large there may be a significant increase in bending moment from the center of the splice to the outer bolt row where flange and plate net section checks are performed Checking this box lets you take this into account automatically See Bolted Splice BSPL on p 56 Bolt group analysis method The method used for determining the in plane strength of an eccentrically loaded bolt group See Bolt Group BGP on p 79 Utilization With this item checked the report gives the percentage ut
87. elect this file type and click the Remove button Close the dialog box e In Explorer browse to the Limcon data folder and double click on any Limcon job file if the file name extension Imc is not visible you may see it by right clicking and displaying the properties of the file e The Open With dialog box appears Click on the Other button and browse to the Limcon Program folder and select Lmc3 exe e In the Description box type Limcon Job File and click OK Now check that you have successfully set up your system by browsing to a Limcon job file and double clicking The File gt Configure command allows you to set the default library file edit library files set text size and set OpenGL parameters Configuration settings are saved from run to run for each user Limcon V3 2 Getting Started e 17 Configuration settings are saved in the Windows registry under the HKEY CURRENT USER key When you start a new job configuration settings remain as they were at the last run You may reset configuration settings to their default values by running the LmcReset exe in the Limcon Program folder The File gt Configure gt General command displays the dialog box below In this you may change settings that affect the way Limcon works General Configuration p Country Design code Cell aspect ratio 4 3 y us C SI metric AISC360 LRFD kipin v
88. en possible to use only one row of bolts thereby making the connection shorter and stronger Although the tee end with fork plates may be cheaper than the other concentric connections it is not as strong in tension because of the non uniform distribution of forces into the HSS walls 66 e 4 Technical Notes Limcon V3 In calculating the buckling capacity of an eccentric cleat it is necessary to determine the maximum moment acting on an equivalent column The diagram below shows the bending moment resulting from a second order analysis of a typical connection with lapped plates BENDING MOMENT IN CONNECTION WITH LAPPED PLATES The bending moment is shared between the parts in the ratio of their stiffnesses In this case the eccentricity moment is shared almost equally between the gusset plate or cleat lower and the plate attached to the HSS member upper The moment is amplified about 5096 by the p delta effect The amplified moment is used in the design code evaluation of the equivalent column For lapped plate connections Limcon assumes that 5096 of the eccentricity moment is applied to the gusset plate For connections with a member connected directly to the gusset plate or cleat it is assumed that 1096 of the eccentricity moment is applied to the cleat Theoretically it would be possible to calculate the distribution of the bending moment between the parts of the connection in each case but this would require additional data Str
89. ength values predicted by Limcon agree well with published design examples Ref 7 and the results of recent 2009 full scale testing conducted by Albermani et al at the University of Queensland The type 9 connection with a channel brace may have a simple cleat bolted to the front of the section if it is no wider than the straight part of the web Otherwise the cleat or gusset plate must be on the back of the section where the eccentricity will be greater and the compression strength less In this case the Limcon output shows the placement of the cleat that was assumed in computing the compression strength This connection type with an I section brace must have the flanges ground flush on the back of the section if a simple cleat is wider than the straight part of the web or if a rectangular gusset plate is used Limcon assumes that the removal of the flanges does not affect the eccentricity and has no effect on the strength of the connection Limcon V3 4 Technical Notes e 67 SLOTTED HSS WITH BOLTED FORK PLATES HSS TEE END WITH BOLTED FORK PLATES 68 e 4 Technical Notes Limcon V3 KT Gusset Plate Truss Connection KTG This is a compound connection comprising a rectangular gusset plate welded to a support member with two or three bracing members connected to the gusset plate It may be used for checking truss connections and also the chevron bracing connection Limcon performs certain checks on the compound connection
90. epth o mm The connection is designed according to the design models for both a flexible and a stiff support condition As a result the design will be conservative C Web connection Flange connection On Line HTML Help Limcon s on line help allows you to browse help topics look through an index or do a full text search for any word or phrase The entire Limcon User Manual is available through on line help Windows security prevents HTML help files chm files being accessible over a network This means that if the Limcon Program folder is on the network rather than a local disk HTML help will only be available if the Limcon3 chm file is on a local disk 26 e 2 Getting Started Limcon V3 e zi Hide Back Print Options Contents Index Search Section Properties 2 QQ 1 Introduction Section properties are extracted from a e a Connection Types library file containing standard steel sections a Simple Shear Connections You can determine which library is used with al Moment Connections the File gt Configure gt Section Library 2 Splices command 2 Miscellaneous Connections 2 Hollow Structural Section HSS Connections Design Code ep oi The Limcon Window JISC V3 Library June 2001 2 Connection Dialog Boxes Virtual Reality Viewer 2 Listing All Connections in a Job Section Properties 2 Steel Grades 2 Computer Requirements E o 2 Getting Started 5 e 3 Menus To
91. er analysis methods may then produce flange forces that exceed the capacity of the flange 54 e 4 Technical Notes Limcon V3 Choosing either the elastic or plastic analysis method for a splice generally produces designs with smaller flange plates and larger web plates The choice of analysis method does not affect the checking of bolts in BMEP and HBEP connections Even though the flange force varies with the analysis method the bolts must be checked for forces that are statically equivalent to the design actions Web Fillet Welds Web fillet welds in BMEP HBEP and WBC connections are checked using one of two methods 1 Where the elastic or plastic analysis method is used the beam web weld is checked by the linear elastic method which may be very conservative leading to a required weld size exceeding the thickness of the web Specifying web fillet welds with a size exceeding the thickness of the web is almost certainly wasteful 2 Where the simplified analysis method is used the web weld is checked using the method from Ref 18 in which the compression part of the web weld is assumed to resist all the shear while the tension part must have sufficient tension strength to match that of the beam web This method is also used in References 19 and 41 44 The welded splice WSPL web plate weld is always checked using the linear elastic method taking into account the eccentricity of the shear force from the centroid of each weld gro
92. erness Note 3 Tensile yield capacity of section Note 4 Compression yield capacity of section ignoring slenderness Note 5 Eccentricity moment shared 50 gusset plate 50 attached plate Note 6 Eccentricity moment shared 90 gusset plate 10 bracing member Note 7 Empirical factor representing increased buckling strength due to cover plates Only permitted for two or more rows of tensioned bolts and effective length factor less than 1 It is the responsibility of the designer to determine whether this allowance is appropriate in the particular circumstances Note 8 Free length from end of brace to perpendicular yield line should be 2T for SCBF Note 9 Design code does not give shear lag factor for 1 bolt row Note 10 Shear capacity reduced by 20 with grout pad see AISC SDG 1 p 29 Note 11 Using elliptical interaction equation for combined shear and tension Note 12 Note 13 Note 14 Note 15 Note 16 Note 17 Note 18 Note 19 Note 20 84 e 4 Technical Notes Limcon V3 References Limcon V3 ANSI AISC 360 10 Specification for Structural Steel Buildings American Institute of Steel Construction 2010 CAN CSA S16 09 2009 Limit States Design of Steel Structures BS 5950 1 2000 Structural Use of Steelwork in Building Part 1 Code of Practice for Design of Rolled and Welded Sections AS 4100 1998 Steel Structures NZS 3404 Part 1 1997 Steel Structures Standard Steel
93. es equilibrium throughout the structure and which does not violate the yield condition anywhere then the corresponding load is either less than or equal to the correct collapse load Concrete Structures Warner Rangan Hall Faulkes 1998 This theorem has great significance for connection design For a ductile material like steel it means that any convenient distribution of stresses that satisfies equilibrium and does not cause yield gives a computed strength not exceeding the true strength i e it is conservative Many design checks are justified by this theorem e g the assumption in simplified section analysis that moment is resisted exclusively by the flanges and shear by the web The Upper Bound Theorem The external load which is calculated from any assumed collapse mechanism is either greater than or equal to the correct collapse load Concrete Structures Warner Rangan Hall Faulkes 1998 This theorem is the basis for the yield line methods that are used for checking moment end plates and base plates It means that an unconservative solution is obtained for an unrealistic assumed yield line pattern It is therefore very important that yield line mechanisms be verified by testing before they are used for design Limcon V3 4 Technical Notes e 81 Seismic Checks There are four seismic connections in Limcon 1 Welded flange plate WFP 2 Bolted flange plate BFP 3 Bolted unstiffened extended end
94. evation Modify Menu The Modify menu offers commands to size S or design D the connection These commands have the same effect as clicking the Size and Design buttons if available in the connection dialog box There are also commands to locate the gusset plate on the other side of the member B and to reverse the bolts R Reversing the bolts is only for display purposes the bolt direction is not a stored connection property Help Menu This menu gives help on colors used and keyboard and mouse commands and access to OpenGL information 1 Introduction e 11 Listing All Connections in a Job Select the View gt List gt All command to display all connections in the job in a tabular format This command is also available on the pop up menu that appears when you right click on a connection thumbnail image The right most column shows the strength ratio or load factor for each connection Values less than 1 0 indicate connections that are not 12 e 1 Introduction satisfactory The View gt List gt Passed command shows only connections for which the strength ratio is 1 0 or greater while the View gt List gt Failed command displays only those for which the ratio is less than 1 0 You may double click on any line to display the corresponding connection dialog box No Connection ID Type Mark1 Section 1 Mark2 Section 2 Mak3 Util LF 1 l singlelong 2 2 singleshort 3 3 doublelon
95. except for compression in the flexible end plate connection FEP Buckling Buckling is considered when the web side plate connection WSP is in compression It is assumed that the plate is fixed at the weld and at the first column of bolts with sidesway permitted As the flexural stiffness of the plate is negligible compared to the weak axis flexural stiffness of the beam it is assumed that there is no eccentricity moment in the plate Buckling is not considered for angle cleat ACLT or flexible end plate FEP connections Beam Copes Beams connected to the web of another beam may have single or double web copes to provide clearance to the flanges of the support beam When connection to a beam web is specified clearance checks are automatically performed No clearance checks are done for beams connected to a column flange When the support is a column web Limcon warns if flange copes are necessary but they are ignored in capacity calculations and in the virtual reality view The limit state of coped web local buckling is evaluated according to the Cheng Yura Johnston method Ref 6 p 9 6 This check is informative for BS 5950 AS 4100 and NZS 3404 because the British and Australian design models References 10 and 34 respectively specify geometric limits within which local buckling is deemed not to occur Structural Integrity Tying Force When the axial force is a structural integrity tying force BS 5950 1 2000 CI 2 4 5 2 a
96. f tension and negative if compression For K N connections the brace forces must be of opposite sign This value is also used for a section yield check N 2 N 2 is positive if tension and negative if compression For K N connections the brace forces must be of opposite sign This value is also used for a section yield check 4 Technical Notes e 77 Base Plate BASE Pinned Base Plate The pinned base plate is implemented according to Ref 11 and Design of Pinned Column Base Plates G Ranzi amp P Kneen ASI Steel Construction Vol 36 No 2 Sep 2002 Ref 30 Note that References 11 12 and 30 all contain formulae derived from yield line patterns that may not be correct when bolts are outside the column profile In all such cases Limcon evaluates alternative yield line patterns to determine the minimum strength Moment Base Plate The moment base plate is implemented according to AISC Steel Design Guide 1 Base Plate and Anchor Rod Design 2nd Edition Ref 22 This does not discuss simultaneous bending about both axes It is handled in Limcon by evaluating bending about each axis independently and then using an elliptical interaction equation for combining these effects The model assumes a single row of tension bolts outside the column flange but Limcon permits multiple bolt rows between the column flanges as well Thus the tension capacity computed by Limcon for multiple bolt rows in tension will be
97. following commands Command Action Edit Connection Edit a connection Click on a connection to select it for editing Copy Copy a connection Click on a connection to select it for Connection copying to a new connection The new connection name is derived from that of the source connection View Menu File Edit view Job Connections Connection List Help De E v Toolbar w Status Bar Show ld v All List gt Passed Make Smaller Failed Full Size Make Larger S Da all Up Increase Text Size Decrease Text Size Wn Scr v Section Flood Fill The View menu offers the following commands 32 e 3 Menus amp Toolbars Limcon V3 Command Action Toolbar Shows the toolbar Status Bar Shows the status bar Show gt All Shows all connections in the current job up to the number of cells in the view You may increase the number of cells displayed with the View gt Make Smaller command Show gt Passed Shows only connections whose strength ratio is 1 0 or greater Show gt Failed Shows only connections whose strength ratio is less than 1 0 Show gt Full Size Permits selection of a connection to be shown filling the view Use the Show gt All command the Back button or Esc to restore the view to its previous state List gt All Lists all connections in the current job in a table Connections are listed alphabetically by name with connection type member mark and section and strength
98. g 4 4 doubleshort 5 S tierod 6 6 flattenedHSS 7 T slottedHss 8 8 HSSveldedtotee 9 9 Isection web 10 9 PFCsection veb 11 10 Isection plate 12 ll Isection cover 13 12 HSS cover 14 BRACI3 15 BRACl4 16 BRACIS 17 BRAC21 18 BRACZZ 19 BRACZ3 20 BRACZ4 21 BRACZS LIST ALL DIALOG BOX 150X100X12UA 150X100X12UA 150X100X12UA 150X100X12UA 33R0D 127 0X6 0CHS 76 1X5 9CHS 76 1X5 9CHS 150UB14 0 1SOPFC 150UB14 0 150UB14 0 75X75X3 SSHS Z00UB25 4 102X76X6 ORHS 101 6X5 0CHS 100X75X10UA 100X75X10UA 100X75X10UA 100X75X10UA 101 6X5 0CHS 150UC23 150UC23 150UC23 150UC23 150UC23 150UC23 150UC23 150UC23 4 150UC23 150UC23 150UC23 150UC23 150UC23 150UC23 150UC23 150UC23 150UC23 150UC23 150UC23 150UC23 150UC23 Cancel Limcon V3 Section Properties Steel Grades Section properties are extracted from a library file containing standard steel sections You can determine which library is used with the File gt Configure gt Section Library command Library title JAISC V3 Library June 2001 Cancel Section category Section name W Shapes Jumbo M Shapes S Shapes HP Shapes Bearing Piles CHOOSING A SECTION A number of libraries are available for sections originating in countries including Australia UK US Japan and New Zealand You may change any library or create a new one using Section Library Manager see Section Library Manager on p 9
99. g in the General Configuration dialog box but all grades may be included by checking International If you wish to include a grade that 1s not in the list you may define up to 10 user grades These will be shown at the end of the list of grades and are distinguished by an asterisk in front of the grade name File USER GRADES txt Folder Limcon Lib character in col 1 denotes comment Max no user grade categories 20 Each line must contain at least these values 1 Grade name starting in col 1 5 char max no asterisk 2 Us N mm2 430 for S275 3 T1 mm thickness lt 16 for S275 4 pyl N mm2 275 for S275 Two values for each additional thickness 5 T2 mm thickness lt 40 for S275 6 py2 N mm2 265 for S275 7 T3 mm thickness lt 63 for S275 8 py3 N mm2 255 for S275 9 T4 mm thickness lt 80 for S275 10 py4 N mm2 245 for S275 11 T5 mm thickness lt 100 for S275 12 py5 N mm2 235 for S275 13 T6 mm thickness lt 150 for S275 14 py6 N mm2 225 for S275 Userl 401 10 301 20 291 30 281 40 271 50 261 60 251 User2 402 10 302 20 292 30 282 40 272 50 262 FORMAT FOR GRADES TXT FILE User defined grades are specified in a file called User grades txt which must be in the Limcon Lib folder The format rules for the file are shown in the sample file above Limcon V3 A Appendix e 151 User Defined Bolt Categories T
100. h the Properties button When you click OK in this dialog Limcon V3 2 Getting Started 23 box the selected printer becomes the current printer Clicking the Print button on the main toolbar initiates a graphics print without the display of the Windows Print dialog box The view is printed immediately to the current printer notice that the tooltip for the Print button shows the name of the current printer The Print button in each connection dialog box also displays the Windows Print dialog box before printing Print NE ad xl Printer Name Canon BubbleJet BJC 7100 Properties Status Ready Type Canon Bubble Jet BJC 7100 Where LPTI Comment Print to file Print NN r Copies All Number of copies 1 C Pages from 1 to E x MEME Iv Coll Selectio 1 1 LEES SS ie Ss Sa Pa a x Cancel ate WINDOWS PRINT DIALOG BOX Note Clicking the Properties button displays the printer properties dialog box The page orientation setting in this dialog box is ignored as Limcon uses the orientation setting from the Page Setup dialog box for reports and landscape for graphics The Preview command File gt Print Preview and the Preview button do not display the Windows Print dialog box The preview 1s always for the current printer When you see a print preview on the screen there is a Print button at the top left of the preview window Clicking this will initiate printing on the cu
101. he bolt category is selected from the drop down list of a Categ combo box see Bolts on p 41 The bolting categories in the list depend on the Country setting in the General Configuration dialog box but all categories may be included by checking International If you wish to include a bolting category that is not in the list you may define up to 10 user categories These will be shown at the end of the list of bolt categories and are distinguished by an asterisk in front of the category name File USER BOLTS txt Folder Limcon Lib character in col 1 denotes comment Max no user bolt categories 10 Each line must contain these variables Category name starting in col 1 5 char max no asterisk O bearing 1 friction O untensioned l tensioned ultimate tensile stress N mm2 yield stress N mm2 pt N mm2 tension strength M24 pt N mm2 tension strength gt M27 ps N mm2 shear strength M24 ps N mm2 shear strength gt M27 pbb N mm2 bolt bearing M24 pbb N mm2 bolt bearing gt M27 N F2 O o 0 1 OY O1 AW CO OO OO OO OO OO OO OO OO OO OO OO OO OO OO RR Userl 0 0 830 664 560 560 375 375 1000 User2 1 1 830 664 560 560 375 375 1000 FORMAT FOR BOLTS TXT FILE User defined bolt categories are specified in a file called User_bolts txt which must be in the Limcon Lib folder The format rules for the file are shown in the sample file above This facility has been used
102. hen Limcon is configured for these codes the additional strength is used for fillet welds in some connections e g for fillet welds between a beam flange or flange plate and a column flange Limcon output always shows an advisory note when the directional strength increase is utilized Directional strength increase is not used when Limcon is configured for AS 4100 or NZS 3404 Limcon V3 4 Technical Notes e 45 Weld Matching Limcon implements code provisions related to weld matching for fillet welds in some connections For ANSI AISC 360 weld leg shear yield and shear rupture are checked while for CAN CSA S16 only weld leg shear rupture 1s checked For BS 5950 Limcon uses the Table 37 weld design strengths which are limited for unmatched welds EC3 does not specify weld metal strength checks because requirements for electrodes ensure that welds are matched AS 4100 and NZS 3404 specify compliance with AS NZS 1554 1 which has provisions ensuring that welds are matched HSS Welds Welds are represented as accurately as possible in the virtual reality window In the case of HSS truss connections each weld element is represented diagrammatically as a sector of a cylinder whose radius equals the throat dimension centered on the outside edge of the intersecting HSS The exact welding details for these connections may be quite complicated varying around the perimeter of each HSS from a fillet weld to a full or partial penetration weld
103. ialog box these changes will take effect in the UFBR dialog box The Adjust Gusset Plate Dialog Box This dialog box is displayed when you click the top button in the Plates group box It contains interactive nudge buttons that allow you to adjust each of the gusset plate dimensions until the eccentricity is minimized Limcon calculates and displays the eccentricity for each bracing connection When this is zero expression 13 1 in the AISC Steel Construction Manual p 13 3 is satisfied The warning exclamation mark is shown in the connection detail if the eccentricity exceeds 1 25 mm The process of minimizing the eccentricity involves the adjustment of the lengths of the horizontal welded and vertical bolted connections These lengths are determined by the gusset plate dimensions shown in the dialog box the width height and horizontal and vertical edge increments A non zero edge increment means that the corresponding free edge of the gusset plate is not parallel with the connected edge It is often necessary to have one or both edge increments non zero As you change the length of the column connection vertical the number of bolts is automatically adjusted You may reduce the height of the connection until there are no bolts This may be required for connections to a column web or when the elevation angle of the bracing member is small In this configuration the connection is categorized as Special Case 3 in the AIS
104. idiary dialog boxes e The output window at the bottom of the dialog box usually shows the end of the design check report If the connection passes all design checks a utilization ratio not exceeding 10096 will be shown e The output window contains only an error message if there is a fatal geometry error e g if a brace does not overlap the gusset plate sufficiently This type of error can usually be fixed by clicking Limcon V3 4 Technical Notes e 71 arrow buttons in the KTG dialog box to interactively resize or move the gusset plate or adjust the offsets of the braces from the working point WP When you click a brace button the brace is shown in a subsidiary dialog box for a single brace connection BRAC In this dialog box the brace is shown rotated 90 clockwise This is so because the brace is checked as a BRAC connection in which the column is the KTG chord Some checks performed for a single brace are skipped because they are not relevant e g the weld between the column chord and the gusset plate does not need to be checked here because it is checked in the KTG dialog box for the resultant of all brace forces The lines of the Whitmore pattern are shown in the BRAC dialog box A fatal error results if any of these intersects a free edge of the gusset plate Similarly if any bolt hole 1s too close to an edge of the gusset plate a fatal error results ERROR Gusset plate geometry error To fix this type of
105. ile 250 300 and 350 are to AS NZS 3679 1 Usually only grades 250 and 300 are available but you can enable the extra grades by selecting the AS NZS plate grades option in the General Configuration dialog box Limcon V3 Bolts Bolt Diameter Metric bolts ranging from M12 to M36 are available in the bolt diameter list box for all country settings The Extra bolts configuration item is provided to include M22 and M27 bolts which are not preferred sizes and the larger bolts that may be required in base plates When the country setting is US or Canada US customary sizes ranging from Y to 1 4 are added to the list box after the metric sizes With Extra bolts selected bolt sizes larger than 1 42 are added RHS Bolted Moment End Plate Bolts i E E xj Dia M20 4bols 8 bolts Categ ae 30 Cancel Threads g 10 Bolt Categories Bolt categories are specified by design codes Those recognized by Limcon are shown in the following table Bolt Categories Type US Canada UK Eurocode Aust NZ Snug tightened A307 4 6 4 6A 4 6 8 A325ST 8 8 5 6A 8 8 S A490ST 10 9 8 8A 10 9A Tensioned A325PT FG B 8 8E 8 8 TB A490PT FH B 10 9E Friction A325SC FG NSS 8 8B 8 8 TF A490SC FG NSF 8 8C F10T FH NSS 10 9B FH NSF 10 9C FIOT is a grade 10 9 friction bolt category to Japanese standard JIS B 1186 Non slip at ultimate The country setting and connection ty
106. ilization or demand capacity ratio for each limit state checked Otherwise the report shows a strength ratio the reciprocal of the utilization ratio Plate yield ultimate stress With this item checked you will be able to specify yield and ultimate stresses for the plate material This will be required when the necessary plate grade is not available in a pull down list AS NZS plate grades Checking this item makes available plate grades additional to the normal Australian 250 and 300 grades International Checking this item allows you to choose any known international grade for sections and plates Section grades can otherwise be chosen only from the grades nominated for each section in the library This setting also allows you to choose any international bolting category Extra bolts By checking this item you may include M22 and M27 bolts which are not preferred sizes and bolts larger than M36 in bolt size pull down lists Bolts larger than M36 may be required for base plates Auto check With this box checked Limcon automatically attempts to check from the internet whether the main executable file is the latest available This check occurs only on the first run for any day With this box checked Limcon V3 2 Getting Started 19 Limcon may also attempt to check from the internet whether maintenance is current Output detail level To facilitate checking of results Limcon can show additional output which includes input
107. imcon V3 1 Introduction e 3 Base Plates BASE a Base Plate E Pinned connection Member may be y rolled or hollow section BASE Moment Base Plate M Moment connection for I section column Bracing Connections BRAC Single Brace 20 types of bracing connection Bracing member may be single or double angle rod flattened CHS hollow section with cleat or tee plate or rolled section KTG UFBR KT Gusset Plate This is a compound bracing connection with two or three members connected to a gusset plate which is welded to a beam column or truss chord Each branch connection may be any one of the available single brace connection types Available only with maintenance Uniform Force Bracing Connection This is a compound bracing connection with one or two bracing members each of which is connected to a gusset plate welded to a beam and bolted to a column Each bracing connection may be any one of the available single brace connection types Available only with maintenance 4 e 1 Introduction Limcon V3 Hollow Structural Section HSS Connections TCAP HSS Cap Plate Pinned connection Design for tension KNEE HSS Mitred Knee For RHS or SHS with width of both members the same With or without stiffening plate TYT HSS Y T Chord may be RHS SHS CHS or rolled section brace may be RHS SHS or CHS TX HSS X Chord
108. inimum action r Minimum design actions BM 30 Shear Sk Tens 0 Comp 0 Section available capacities E 1 410UB53 7 Bending 2702ki Shear 132 2k Axial 446 1k LOADS DIALOG BOX FOR BOLTED SPLICE Note Limcon evaluates each load case in turn displaying a table of applied loads with the corresponding strength ratio and utilization ratio The critical load case the one with the lowest strength ratio and highest utilization ratio is identified in this table The detailed Limcon output that follows the table applies only to the critical load case If you wish to see detailed output for a non critical load case you can make a copy of the connection and delete all cases except the one of interest Limcon V3 4 Technical Notes e 47 LRFD and ASD Limcon V3 6 supports the ANSI AISC 360 steel design specification which integrates the LRFD and ASD design methods Earlier versions of Limcon support the LRFD design method as specified in the AISC LRFD 1999 edition Essentially the difference in Limcon between LRFD and ASD is that loads for LRFD are factored loads while those for ASD are service loads refer to ANSI AISC 360 CI B2 where SEI ASCE 7 Section 2 3 is specified for LRFD load combinations and Section 2 4 for ASD Whether LRFD or ASD is used Limcon computes an available strength for each limit state and compares it to the required strength Note To express the result of each limit state check Limcon uses the stre
109. ining an OpenGL virtual reality view of the connection The Print button prints a report containing a detail diagram and the current results while the DXF button creates an AutoCAD format drawing exchange file containing a detail of the current connection The Expand button enlarges the output window filling the entire dialog box to show more of the results Clicking the X button closes the expanded output window and returns to the dialog box The check operation which is performed automatically reports the capacity of the current connection configuration for all failure modes specified in the connection model Where available the design function uses an iterative method automatically changing some connection parameters while seeking an optimum connection configuration for the design load You may specify some connection parameters e g bolt diameter which are not changed during design Parameters that may be modified by the design procedure cannot be specified and are displayed in red when design mode is selected Note An exclamation mark shown on a connection detail indicates that the connection has failed at least one of the requirements of the design model Check the connection output to see which condition has failed 1 Introduction e 9 Virtual Reality VR Viewer aE Connection WSP File View Modify Help Auto Rotate View Along x Axis View Along x Axis Plan View Elevation Reset VIRTUAL REALITY VIEWER
110. installed or the system has not been rebooted after installation of the font 16 e 2 Getting Started Limcon V3 How to Make a Shortcut on the Desktop To make a shortcut to Limcon on your desktop the background that is visible when no programs are running right click on the desktop select New gt Shortcut and in the Create Shortcut dialog box browse to the Lmc3 exe file in the Limcon Program folder Set the Start in folder to the data folder Enter Limcon for the name of the shortcut and click the Finish button Alternatively drag the Limcon icon from the Start menu to the desktop with the mouse while pressing the Ctrl key Launch with Double Click Configuration Limcon job files Job Imc where Job is the job name should be identified in Explorer with the Limcon icon It is convenient to be able to double click on one of these files in Explorer to start Limcon with the job To do this the LMC file type must be associated with Limcon The association between Limcon and the LMC file type may be established when Limcon is installed You may also establish the association with the procedure set out below These are the steps necessary to make Limcon launch with a double click e In Explorer select the View gt Folder Options or View gt Options command e Select the File Types tab e In the list box search for the Limcon job file type which may be shown as LMC File or Limcon Job File If found s
111. ip resistance of these bolt groups linearly to zero at the point where the bolt pretension is entirely counteracted by the axial tension see Ref 24 p 341 Compression is assumed to have no effect on the slip resistance 44 e 4 Technical Notes Limcon V3 Welds The dialog box below is used for choosing the welds in the welded beam column connection WBC and is typical of many others fu The ultimate strength of the weld material MPa or ksi When the configured design code is EC3 this value is not used the weld resistance being determined by the base metal strength Quality Usually all welds are SP When AS 4100 or NZS 3404 is the design code GP may be chosen for a lower quality weld fillet welds only Size A drop down list box shows all available fillet weld sizes and an item for a full penetration butt weld FPBW or complete joint penetration groove weld CJPGW fu 480 E Quality sp Cancel Flange put When ANSI AISC 360 is the design code complete joint penetration groove welds do not have to be checked because the strength of the joint is controlled by the base metal The strength of a complete joint penetration groove weld should never govern Directional Strength of Fillet Welds ANSI AISC 360 and CAN CSA S16 permit a 50 strength increase for fillet welds loaded at right angles to the length of the weld BS 5950 and EC3 permit a directional strength increase of 25 and 22 respectively W
112. l Nwc 0 0 moment Y CHECKS Capacity ratio Design action Design capacity I I Flanges Flange nsion capacity 491 6 gt N ft 190 0 Flange compression capacity 558 8 gt N fc 190 0 Flange plates Flange plate city Wii e 505 4 gt N ft 0 Flange plate capacity 505 4 gt N fc 0 bolts capacity 5 gt N fmx 0 1 Shear capacity os 5 gt N fc 0 1 Flange bearing cap eee a 0 gt N fmx a0 5 Flange tearing capacity 673 4 gt N ft 0 3 Plate bearing capacity 6 gt N fmx 0 5 Plate tearing capacity 2 gt N ft 0 3 Web plates Shear yield capacit ces gt V w 40 0 Shear rupture capacity 1 gt Viw 40 0 1 n y d capacity 7 gt Newt 0 0 0 T on rupture capacity sele 6 gt N wt 0 0 Compression capacity 7 gt N wc 0 0 Moment ta Y 3 gt Mw 9 3 Moment axial capacity 3 gt M w 9 S Web bolts right hand group Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Limcon V3 50b 7 Examples e 125 Limcon V3 5 Mp dete 5 38 PM Engineering Systems Development Job BSPL p 142 Connection BSPL Bolted Splice Design Example Design of Structural Connections p 142 Web checks Bolt shear critical bolt row column Bolt shear Pass Boit bearin earing left earing vert Pass Pass Pass Pass P
113. lap connections brace 2 is always the overlapped brace To enter the design loads for an HSS truss connection the dialog box shown below may be used when there is a single load case For multiple cases load components are entered into a data grid one line for each load case HSS Connection Loads 21x NIN P N 2 r Chord N op fo o N N h A sE Cancel e x Lu NS Add Brace Forces N o N 1 cos O1 N 2 cos 02 N op Subtract Brace Forces Braces M o fo N 200 V o p N 2 300 See Ref 25 DIALOG BOX FOR ENTERING LOADS The load components for a K N gap connections are shown below N 1 A N 2 N o N 1 cos O1 N 2 cos 02 N op DESIGN FORCES FOR K N GAP CONNECTION The load components are shown below See Hollow Structural Section Chord Column Face Yielding on p 64 for more information 76 4 Technical Notes Limcon V3 Limcon V3 N op The smaller chord compression force not negative zero if tension N o The larger chord compression force not negative zero if tension M o The bending moment in the chord at the joint due to transverse loading not negative Does not include moments caused by non zero eccentricity which may be ignored if connection geometric requirements are satisfied V o For K N gap connections only this is the shear force in the gap region of the chord not negative N 1 N 1 is positive i
114. lice plates and two with fork plates All types are shown in the table below ARCA Attach ver mp Nos pescription Plate PO cree 1 Single angle bolted on long leg Ecc 2 Single angle bolted on short leg Ecc 3 Double angles bolted on long legs Conc 4 Double angles bolted on short legs Conc 5 Tie rod welded to plate Yes na y 6 Flattened HSS bolted to gusset plate Yes Ecc 7 Slotted HSS bolted to gusset plate Yes Ecc 8 HSS tee end bolted to gusset plate Yes Ecc 9 Lor C section web bolted to gusset plate x Ecc 10 I section with single plate bolted to web Yes Ecc 11 Isection with bolted web cover plates Yes Conc 12 Slotted HSS with bolted cover plates Yes Yes Conc 13 Isection with web plates amp claw angles e Yes Conc 14 Slotted HSS with bolted fork plates Yes Conc 15 HSS tee end with bolted fork plates Yes Conc 21 Single angle welded on long leg Ecc 22 Single angle welded on short leg Ecc 23 Double angles welded on long legs Conc 24 Double angles welded on short legs Conc 25 Slotted HSS welded to gusset plate Conc The flattened part of the HSS is checked as the attached plate x Flanges on one side of I section may be ground flush T The tie rod cannot be loaded in compression e Only available with maintenance Terminology Limcon uses the following terms for the components of bracing connections G
115. llows it to be checked independently of the shear force For flexible end plate and double angle cleat connections any load case with axial tension only is checked in Limcon as a structural integrity condition using the large displacement analysis method of Ref 10 It is the responsibility of the designer to include the structural integrity tying force 1f required Limcon does not include it automatically 52 e 4 Technical Notes Limcon V3 Single Plate Shear Tab Fin Plate Web Side Plate WSP Connection Fillet Weld Size Design models for this connection specify a minimum fillet weld leg dimension to ensure that the cleat yields before the weld fractures Limcon uses the minimum weld sizes shown in the table below Design Code Minimum Fillet Weld Leg Reference ANSI AISC 360 62 5 of plate thickness 6 CAN CSA S16 75 of plate thickness 8 BS 5950 1 2000 80 of plate thickness 10 AS 4100 NZS 3404 75 of plate thickness 35 Weld of minimum size does not need to be checked Flexible Rigid Support Condition When a flexible support condition is specified it is assumed that the moment on the weld group is zero Similarly when a rigid support condition is specified it is assumed that the moment on the bolt group is zero If the support condition is not specified it is assumed that the maximum bending moment acts on both the weld and the bolt group While a column flange connection could be rigid
116. may be RHS SHS CHS or rolled section brace may be RHS SHS or CHS TKNG HSS K N Gap Chord may be RHS SHS CHS or rolled section brace may be RHS SHS or CHS TKNO HSS K N Overlap Chord may be RHS SHS CHS or rolled section brace may be RHS SHS or CHS TMEP 4 Bolt RHS Bolted Moment End Plate For compact RHS or SHS only This is a bending moment model large axial forces are not permitted Limcon V3 1 Introduction e 5 TMEP 8 Bolt RHS Bolted Moment End Plate For compact RHS or SHS only This is a bending moment model large axial forces are not permitted Miscellaneous Connections SEAT Stiff Seat End or internal support With or without seat plate With or without stiffeners BGP Bolt Group Rectangular array of bolts in gusset of specified grade and thickness May be analysed by either elastic or instantaneous center method WGP Weld Group Many different configurations of fillet weld with in plane and out of plane loading Analysed by elastic method Design Code Limcon is supplied configured for one of the following design codes 6 e 1 Introduction e ANSI AISC 360 Ref 1 e CAN CSA S16 Ref 2 e BS 5950 1 2000 Ref 3 e BS EN 1993 1 8 2005 Ref 47 e AS 4100 1998 Ref 4 e NZS 3404 Part 1 1997 Ref 5 Each connection design model is essentially defined by the cited references but
117. ment of a transfer charge determined by Engineering Systems Engineering Systems Pty Ltd 14 Eastern Road PO Box 85 Turramurra NSW 2074 Australia Tel 02 9488 9622 Fax 02 9488 7883 E mail support steel connections com Web www steel connections com June 2012 Preface Limcon first appeared in 1992 as a DOS program companion to the Australian Steel Institute ASI publication Design of Structural Connections 4 Edition This was the principal reference for design of steel connections to the new limit states code for steel design AS 4100 1990 Major enhancements were introduced in 2001 with Limcon V2 The conversion for Windows transformed the user interface and there were many additions including virtual reality views of connections and integrated detailing with DXF output Hollow section and other connections were added in Limcon V3 in 2003 together with support for the US Canadian and British codes Limcon V3 5 included support for the ANSI AISC 360 05 design specification which unifies the LRFD and ASD design methods Although it has been integrated with the ProSteel CAD system www strucsoftsolutions com for some time V3 5 is the first version of Limcon capable of integration with structural analysis programs such as Microstran www microstran com au This is possible by virtue of support for multiple load cases in many connections Other additions in Limcon V3 5 were the implementation of the moment base plate a
118. n 200 19 Jan 2003 10 33 AM Engineering Systems Development Job TYT p 11 19 Connection TYT p 11 19 Y or T Connection Design Example Design of Structural Steel Hollow Section Connections p 11 19 BR 75X75X5 0SHS Gr C450 Angle 45 Weld 4 2 throat CW 480 SP around end of brace Ge C450 78X75X5 0SHS BR kz i fa Sr C450 100X100X6 0SHS ENSE SIR a CH 100X100X6 0SHS Gr C450 LIMCON V3 0 19 JAN 03 10 33 05 Connection TYT p 11 19 e SSHS Y T connection Design code AS 4100 Ch Section 100X100X6 08HS Grade C450 200 0 Area 2 130E403 fy 40D 100 0 Sx 7 350E404 fu 500 6 9 Brace Mark BI Section 75X75X5 0SHS Grade C450 D 75 0 Area 0E403 fy 400 B 75 0 Sx 0E404 fu 500 T 5 0 Angle between brace and chord 45 00 Weld 4 2 throat CW 480 SP around end of brace Design actions 3 Ce N load in chord N op Bending moment in chord M o ANALYSIS RESULT Compression Minimum design action 141 5 Design axial load in chord derived zs ci ja 300 Configuration SHS chord a b1 b0 for SHS brace 0 75 gt 0 25 0 75 lt 0 85 b ii b t for SHS brace 15 0 lt 28 0 15 0 lt 35 0 c b t for SHS chord 16 7 gt 10 0 16 7 lt 35 0 Na ch You es we 343 9 gt N 50 0 Pass Length of e a m 287 Nb weld capac ed throat 280 5 gt N 50 0 Pass Critical limit state Nb weld capacity for specified throat Ru S 1 122 Pass Limcon V3 beta 17 01 142 7 Examples Limcon V3 HSS X Connection S
119. n of Structural Steel Connections T J Hogan amp S A Munter Australian Steel Institute 2007 Design Guide 1 Bolting in Structural Steel Connections T J Hogan amp S A Munter Australian Steel Institute 2007 Design Guide 2 Welding in Structural Steel Connections T J Hogan amp S A Munter Australian Steel Institute 2007 Design Guide 3 Web Side Plate Connections T J Hogan amp S A Munter Australian Steel Institute 2007 Design Guide 4 Flexible End Plate Connections T J Hogan amp S A Munter Australian Steel Institute 2007 Design Guide 5 Angle Cleat Connections T J Hogan amp S A Munter Australian Steel Institute 2007 Design Guide 6 Seated Connections T J Hogan amp S A Munter Australian Steel Institute 2007 Design Guide 10 Bolted Moment End Plate Beam Splice Connections T J Hogan amp N van der Kreek Australian Steel Institute 2009 Design Guide 11 Welded Beam to Column Moment Connections T J Hogan amp N van der Kreek Australian Steel Institute 2009 Design Guide 12 Bolted End Plate to Column Moment Connections T J Hogan amp N van der Kreek Australian Steel Institute 2009 Design Guide 13 Splice Connections T J Hogan amp N van der Kreek Australian Steel Institute 2009 BS EN 1993 1 1 2005 Eurocode 3 Design of Steel Structu
120. n web doubler plates are used you should carefully consider the welds required at the side of each top and bottom stiffener Although Limcon permits tension stiffeners with no side welds this is not satisfactory if a web doubler plate 1s butt welded to it Column Flange Doubler Plates For BMEP and HBEP connections doubler plates may be used to reinforce column flanges that would otherwise be too thin to resist flange bending Limcon originally implemented column flange doubler plates in accordance with Ref 11 but revised requirements in the new AST Connections Series References 41 43 are now implemented The old style flange doubler plates were butt welded to the column web only but the new design model additionally requires fillet welds around the other edges of the doubler plates Limcon assumes these to be 6 mm fillet welds for doubler plates up to 8 mm in thickness and 8 mm fillet welds otherwise Column flange doubler plates are not used with connections other than BMEP and HBEP connections RHS Bolted Moment End Plate TMEP These connections are available for RHS and SHS compact sections only The design models based on 2 dimensional yield line analysis were developed in a recent Sydney University research project that included full scale testing See References 27 and 28 for detailed information about the design models and the testing programme Bolts must be high strength tensioned bolts such as 8 8 TB or A325PT The de
121. nection type bolt or weld details etc With the Set all option selected bolt details shown in the UFBR dialog box take precedence over bolt details in subsidiary dialog boxes e g when you change the bolt size in the UFBR dialog box it is automatically set to the same size in all subsidiary dialog boxes The output window at the bottom of the dialog box usually shows the end of the design check report If the connection passes all design checks a utilization ratio not exceeding 100 will be shown The output window contains only an error message if there is a fatal geometry error e g if a brace does not overlap the gusset plate sufficiently This type of error can often be fixed by clicking the arrow buttons in the UFBR dialog box to adjust the offsets of the braces from the working point WP When you click a brace button the brace is shown in a subsidiary dialog box for a single brace connection BRAC The lines of the Whitmore pattern are shown in the BRAC dialog box A fatal error results if any of these intersects a free edge of the gusset plate Similarly if any bolt hole is too close to an edge of the 74 e 4 Technical Notes Limcon V3 gusset plate a fatal error results ERROR Gusset plate geometry error To fix this type of error you may interactively resize or relocate the gusset plate using the arrow buttons in the Plates dialog box shown below When you click the OK button in the subsidiary d
122. nections p 13 21 Minimum design action brace 2 141 5 Configuration RHS chord Ame ht 2 x sInOl 20 a xoxo m ow ox 58 34 B h2 2 x sine2 di iene gel LECTURA d 58 34 C sinOl x sin92 sin 01 02 0 42 D h0 2 ERU a 75 00 Eccentricity Q 2 i 2 x 4 x x 4 9 TITO a b1 b0 for RHS SES brace 1 0 75 gt 0 30 Pass a h1 b0 for RHS SES brace 1 0 75 gt 0 30 Pass a b2 b0 for RHS SES brace 2 0 75 0 30 Pass a h2 b0 for RHS SES brace 2 0 75 gt 0 30 Pass b B for RHS SHS braces A m 0 75 gt 0 35 Pass c ii bl t1 for RHS SHS brace i di Ue fe Gere 15 0 lt 28 0 Pass 15 0 lt 35 0 Pass c i b2 t2 for RHS SHS brace 2 15 0 lt 35 0 Pass e b0 t0 for RHS chord 20 0 lt 35 0 Pass e h0 t0 for RHS chord a odo Enc A 30 0 35 0 Pass ENE Gap cdg bO o o 60x na la 0 20 gt 0 12 Pass 0 20 0 38 Pass ii Gap less than Cones Wed edi o d d 20 0 10 0 Pass g e h0 for RES chord TE 0 12 0 55 Pass 0 12 lt 0 25 Pass Nal RHS chord face plastification cap 267 0 gt N 250 0 Pass Na2 RHS chord face plastification cap 267 0 gt N 200 0 Pass Nb1 RHS chord shear capacity 524 6 gt N 250 0 Pass Nb2 RHS chord shear capacity 524 6 gt N 200 0 Pass gilog axial capacity of chord 807 9 gt N 300 0 Pass Effective width La a sia woa aa 32 8 Nel brace effective width capacity 475
123. nes the applicable design code rules The table below lists valid design types together with some of the common section mnemonic codes for these types DT Mnemonic Section Type 1 TFB Taper flange beam 2 UB WB Universal beam or welded beam 3 UC WC Universal column or welded column 4 RHS Rectangular hollow section 5 SHS Square hollow section 6 CHS Circular hollow section 7 PFC Parallel flange channel 8 BT CT Tee section 9 EA Equal angle 10 UA Unequal angle 11 DAL Double angles long legs together 12 DAS Double angles short legs together 16 STA Starred angles 22 QAN Quad angles 13 UBP Universal bearing pile 17 TFC Taper flange channel 18 ROD Round 19 BAR Rectangular bar 20 CTT Double channels toes together 21 CBB Double channels back to back 24 CA DuraGal cold formed angle 25 CC DuraGal cold formed channel 92 e 6 Editing the Section Library Limcon V3 30 Section with analysis properties only 33 UI Unsymmetrical I section 34 BOX Box section 35 E Lipped cee 36 Z Lipped zed Steel Grades Limcon determines yield and ultimate tensile stresses from recognized steel grades Up to three grades G1 G2 and G3 may be included for each section If there is only one grade available for a section enter it as GI and enter zero for G2 and G3 If there are two grades available G3 must be zero Residual Stress Code Limcon disting
124. ng of 60 e 4 Technical Notes Limcon V3 Wide Flange Columns at Moment Connections Wind and Seismic Applications Ref 20 These are adopted in Limcon for the WBC and FPC connections For bolted end plate connections there are more recent recommendations in AISC Steel Design Guide 4 Extended End Plate Moment Connections Seismic and Wind Applications 2nd Edition Ref 19 These are adopted in Limcon for the BMEP HBEP and MEPC connections This publication contains two requirements that are not included in the superseded requirements of Ref 20 e Thin plate behaviour of the column flange is not permitted If you elect to enforce thick plate behaviour Limcon will fail any BMEP HBEP or MEPC connection where thin plate behaviour is found to occur To ensure thick plate behaviour of the column flanges you may choose a column with thicker flanges or in the case of the BMEP and HBEP connections you may add column flange doubler plates When the thick plate model is not enforced prying is assumed to reduce bolt efficiency by 2096 e Even though tension flange stiffeners continuity plates may be provided there 1s still a requirement to check column flange bending using a 2 dimensional yield line analysis This check is performed in Limcon Column Web Doubler Plates Web doubler plates may be used in beam column connections to enhance the capacity of the column web to resist compressive force from a beam flange or to resist
125. ngth ratio or load factor This is the ratio of the available strength to the required strength and the minimum strength ratio for all limit states must not be less than 1 0 Limcon also uses the alternative utilization ratio which is the reciprocal of the strength ratio and is usually expressed as a percentage The maximum utilization ratio for all limit states must not exceed 100 You may configure Limcon to your preference to emphasize either the strength ratio or the utilization ratio in reports The first part of the strength check output for a shear end plate connection FEP is reproduced below for LRFD and ASD design methods In both cases the result of each limit state check is shown with a strength ratio The design shear force is 50 kips for the LRFD design while the service shear force is 35 kips for the ASD design As would be expected the respective strength ratios which depend on the relative values of the design load and the service load are very similar for the two methods DESIGN STRENGTH CHECKS Strength ratio Reqd strength Design strength CHECK 2 Weld Weld shear capacity a 94 7 gt Vu 50 0 1 89 Pass CHECK 3 Bolts Bolt shear capacity edes 95 1 gt Vu 50 0 1 90 Pass Plate ply bearing capacity eree a a 183 5 gt Vu 50 0 3 67 Pass Plate ply tearing capacity 5 4 5 4 133 8 gt Vu 50 0 2 68 Pass CHECK 4 Plate End plate shear
126. nted output Connections Menu r Simple shear connections Miscellaneous F Select New Connection Type Limcon 3 60 100118 999999 us x Shear Tabm Flex End Plate le Cleats Bolted Seat elded Se Bearing Padl Stiff Seat Bolt Grow eld Grou r Moment connections NI Wa gt j M EM map a NN welder BMEP Apexi Haunch EP LE El Flushi a Est M AN al Bolted EPI r Splices connection JIr Base Hole semet PES amp E e Welde BEBE oltedames End Platel le Brace UFBR Pinned he Hollow section HSS connections This menu is in the form of a window with an image button for each connection type Some connections are available in certain sub types that may be selected in the connection dialog box For example the Angle Cleat button selects an angle cleat connection that is bolted to the beam and the support but you may change this to a welded type in the next dialog box to appear The Simple Brace button selects a slotted HSS bracing connection but clicking the small button at the top right of this button displays another 34 3 Menus amp Toolbars Limcon V3 dialog box shown below that contains image buttons for each of the available types of simple bracing connection Select Bracing Connection Type Single angle F Double angles
127. o V3 5 Limcon automatically increased input loads to match specified minimum actions ANSI AISC 360 This code has no specific rules on minimum design actions but Ref 6 suggests that non seismic end plate connections should be designed for at least 60 of the beam strength while moment splices located at the point of minimum moment should be designed for at least 1 6 of the member strength The ANSI AISC 360 Commentary recommends a general minimum load of 10 kips LRFD or 6 kips ASD which is applicable to shear connections and truss axial connections Beam load tables may be used to ensure that shear connections are designed for the maximum uniform load that can be supported by the beam 50 e 4 Technical Notes Limcon V3 CAN CSA S16 This code has no specific rules on minimum design actions Beam load tables may be used to ensure that shear connections are designed for the maximum uniform load that can be supported by the beam BS 5950 This code has no specific rules on minimum design actions but Ref 9 suggests that flange welds in moment connections should be full strength Beams that have to be designed for the structural integrity tying force must have the necessary strength at the strength limit state to resist an axial load of at least 75 kN This requirement would ensure a substantial shear capacity EC3 This code has no specific rules on minimum design actions AS 4100 and NZS 3404 These codes mandate a minim
128. of eNs 0 0 TE warns if an WARNING Design shear force INPUT DESIGN ACTIONS Axi Nu MUD S uou wow wow dae sy Moment DESIGN STRENGTH CHECKS NOTE Capac Using AI C 2006 model Compression moment ana ncrete confinement ra Bearing strength fp max 4 ksi Foundation concentric compression strength Strong Axis Bending centric itical e ity Large moment bolts in tension Bearing strength per un ngth qmax Concrete bearing length 4 77 Concrete bearing force Total boit tension T strength Single bolt tensio Ca x Single bolt pull out strength unreinf Base plate yield bearing strength Bolt tension lever arm 2 47 Base plate yield t Column weld strengt nsio strength base plate and foundation Input design actions are not automatically specified minimum actions Minimum actions m design action is less than the spec is less than specified minimum Grout thickness 1 5 0 55 increased if they are less than the be set in any load case d minimum for all load cases 376 0 kip comp 0 0 kip 3600 0 Strength ratio Reqd strength Design strength I I 1768 0 gt Puc 376 0 4 70 Pass gt Tl Pass gt Tl Pass gt Mpb Pass B gt Mpt Pass 16 gt vures Pass CRITICAL LIMIT STATE Column weld strength UTILIZATION RATIO 96 STRENGTH
129. olbars amp o 4 Technical Notes amp 5DXF Output A number of libraries are available for El 6 Editing the Section Library sections originating in countries including amp Y 7 Examples Australia UK US Japan and New Zealand 4 gt You may change any library or create a new zl ELILLI fran Licensed Options Limcon is usually supplied for only one design code and capability for more design codes is available at additional charge Click the Licensed Options button in the Help About Limcon dialog box to display the design codes that may be selected Codes for which Yes is displayed may be selected in the General Configuration dialog box Licensed Options ANSI AISC 360 05 C54 515 01 NOTE The ASI 2008 option is relevant for AS 4100 and NZS 3404 only When either of these is the configured code available new ASI models will be used only if the ASI 2008 option is Yes Data from Earlier Versions Limcon V3 reads data files created by Limcon V2 Limcon V3 2 Getting Started e 27 Web Update You may use the web update facility in Limcon to determine when an update is required While your computer is connected to the internet clicking the Check Version button in the Help About dialog box displays the dialog box shown below This displays the dates of your Limcon software and dates of the current web downloads so you can see whether an update is required Check Version component version
130. olor depth is High Color 16 bit Display adapter memory and screen resolution are the main factors affecting the color depth available If your display has the necessary color depth and virtual reality graphics is still not available you may need to set the OpenGL pixel format see Configuration on p 17 14 e 1 Introduction Limcon V3 2 Getting Started Installing Limcon The Setup program will install Limcon on your computer You must have Administrator privileges to install Limcon Place the Limcon CD ROM into your drive and the installation will start automatically Setup will guide you through the installation process prompting you as required A number of folders will be established under the specified Limcon folder If you use the default name the folders as displayed in Windows Explorer will look like this I go LI I icu Data 5 Lib Eg PDF 5 Program E abi Folder Name Comment Limcon Limcon folder you can choose this name during installation The default is Limcon ee Data Default data folder you can open Limcon files in other folders if you wish ua Lib Library files design parameter files and template files ants PDF Adobe Acrobat PDFs jns Program All Limcon program files and Help files Limcon V3 2 Getting Started e 15 Hardware Lock Starting Limcon Font Limcon is normally supplied with a hardware lock that must be attached to a USB port before you can start the p
131. oment End Plate Connections Ref 18 which does not Thick plate behaviour is necessary in seismic design because the strong column weak beam requirement demands that moment connections remain elastic under seismic excitation Limcon V3 4 Technical Notes e 57 Limcon allows you to select thick plate flange behaviour when required Substantial economies may be achieved in non seismic designs by not requiring thick plate flange behaviour For example expensive welded flange doubler plates can sometimes be avoided if thick flange behaviour is not necessary As shown in the table below the new BMEP and HBEP connections permit several new multiple bolt row arrangements e g 2 bolts outside the tension flange with 4 or 6 inside End plate stiffeners are permitted for two types of BMEP connection only No Bolt Rows End Outside Inside Plate Ref Comment Flange Flange Stiffener 0 1 18 Flush non seismic 0 2 18 Flush non seismic 0 3 18 Flush non seismic 1 1 18 19 Extended seismic 1 1 Yes 18 19 Extended seismic 1 2 18 Extended non seismic 1 3 18 Extended non seismic 2 2 Yes 19 Extended seismic 1 0 Extended non seismic Not included in ASI models The arrangement with a bolt row outside the flange and none inside is intended for small beams where there is insufficient space for a bolt row inside the flange Snug tightened bol
132. ore section rather than the full width of the simple cleat The weld to the supporting member is checked taking into account any moment applied by the gusset plate to the supporting member The section through the gusset plate at the weld is also checked for yield under combined stresses using the interaction formula suggested by Astaneh Asl Ref 29 When the brace is in tension the rectangular gusset plate is checked for block shear using the same method as that used for a simple cleat In addition the rectangular gusset plate 1s checked for tearing to the edges as shown in Ref 25 p 246 Buckling Capacity In computing the compression capacity of the bracing cleat connection determined by out of plane buckling of the plate or connected plates Limcon takes compression and bending interaction into account rigorously according to the configured design code Typical worked examples may be found in the AISC Hollow Structural Sections Connections Manual Ref 7 For ANSI AISC 360 and CAN CSA S16 the k factor is 1 2 in accordance with Ref 7 while for BS 5950 EC3 AS 4100 and NZS 3404 it is 1 0 Unstiffened lapped plate connections types 6 7 and 8 in the above table may be uneconomic as compression members The compression capacity of similar concentric connections types 12 14 and 15 in the above table is usually two or three times that of the eccentric connection Bolts in the concentric connections work in double shear so It is oft
133. ou click the Change button You may also change the current printer in the Windows Print dialog box shown when you select the File gt Print command from the main menu Text Size The text size in points for reports There are 72 points to the inch The default value is 8 Logo Check this box if you want Limcon to print a logo at the top of each page of printed output When the box is checked you may choose one of the available bitmap files from the adjacent combo box See Configurable User Graphic on Reports on p 24 r Print setup OK Current printer _ Canon iP3300 Cancel Paper size A4 210 x 297 mm Text size 8 points IV Show file path Y Logo Limconv35 Limconvasbm z he r Margins mm Report 7 Portrait Landscape Top Left fis No columns 2 Bottom 15 Right 10 No lines for diagram 40 PAGE SETUP Report Limcon reports may be printed in portrait or landscape orientation Multi column reports are available as long as there is room on the page When there is insufficient room for the number of columns selected the number of columns is automatically reduced as required To increase the density of printing in a report you may increase the number of columns and reduce the text size and margins The Windows Print Dialog Box The File gt Print command displays the Windows Print dialog box so you can change the target printer the number of copies or printer settings wit
134. oup BGP The bolt group which may contain up to 6 columns and 12 rows permits the omission of any bolt on the 6x12 grid This allows bolt groups with a staggered pattern to be checked providing every bolt lies on a grid point Limcon may be configured to use either the elastic method or the instantaneous center method for determining the capacity of a bolt group when it is subjected to an in plane eccentric force or moment Elastic Method The elastic method is the default method for determining bolt group capacity when Limcon is configured for BS 5950 EC3 AS 4100 or NZS 3404 It is simple and generally regarded as being conservative In plane loads are resolved into horizontal and vertical forces acting at the bolt group centroid and a co existing moment Centroidal forces are shared equally on all bolts and moment bolt forces are assumed to be proportional to the distance of the bolt from the centroid Instantaneous Center Method The instantaneous center method is the default method for determining bolt group capacity when Limcon is configured for ANSI AISC 360 or CAN CSA S16 It uses the weak bolt strong plate model in which the location of the instantaneous center IC is determined assuming that the force in each bolt is not affected by bearing or tearing failure The bolt group strength ratio is comparable with the elastic method bolt shear strength ratio and is usually about 10 greater The bolt group capacity should agree
135. p 312 When axial force is present Limcon checks column face yielding assuming that the effect of compressive stresses in the column is negligible This check may be performed by treating the connection as a single brace connection BRAC in which the additional column actions are taken into account See Hollow Structural Section Chord Column Face Yielding on p 64 Rigid Connections Analysis Method The distribution of forces between the flanges and web in BSPL WSPL BMEP HBEP and WBC connections is determined by the analysis method set with the File gt Configure gt General command There are three different methods these are simplified elastic and plastic The analysis method selection does not affect the AISC moment end plate MEPC and flange plate FPC connections because the simplified method is intrinsic to these connection models The simplified method is a traditional approach for the design of splices in which the flange plates are assumed to resist all the moment and axial force while the web plates resist the shear and the resulting eccentricity moment This is the default method in Limcon The elastic method was recommended in Ref 11 and it is optional in the updated AST Connections Series References 41 44 It is recommended for splices in the AASHTO 1999 Interim The plastic method is the only method giving a rational stress distribution when the factored loads are sufficient to cause yield The oth
136. p 5 FW across ends specified mi INPUT DESIGN ACTIONS Beam 1 Moment M Shear V Axial N Shear V c Moment M Shear V Axial N S RESULT analysis Plastic analysis Beam 1 Simplified analysis Beam 1 DESIGN CAPACITY CHECKS Flanges Flange tension capacity Flange compression capacity penetration butt weld nsion capacity Web Shear capacity non slender web Web welds Web fillet weld capacity Bolts M24 Bolt UTS ee 9 WARNING Bolts must be tensioned Tensile strength ers Beam 1 Bolt group tension 250 280 410 MI UM ION CHECK Specified minimum design actions Bending 30 of gMs 305 3 She nsion 0 cf gNs 1984 3 pression 0 of oNs 1984 3 NOTE Input design actions are not automatical actions Minimum actions may be s warns if any design action is less than the specified minimum for all load cases NOTE Elastic analysis results used compression capacity nge 140 gauge at 130 spacing flange 140 gauge Welds fu 480 MPa SP 2 90 x6 btm 5 FW full length and across ends 2 90 x8 shear 5 FW 125 about midpoint and across ends LI ooon Nfc Nwc Nfc Nwc Nfc Nwc fu 480 SP 150 0 kN 39 2 both sides 535 6 kN coo nun mn eo co n to wo kN m Capacity ratio Design action Design cap N ft N fc N ft N fc vimax co
137. pe determine which bolt categories are available Friction i e slip critical bolts are not available for all connection types They may be selected for the bolted splice BSPL bolted flange plate connection FPC and the most common shear connections WSP FEP ACLT Limcon V3 4 Technical Notes e 41 RHS Bolted Moment End Plate Bolts Dia w20 4bols 8 bolts Categ a325sT v ae o Cancel Threads PEA When the bolt diameter exceeds 1 7 selected ASTM bolt categories are automatically displayed in output as follows A307 gt A36 A325 A449 A490 gt A354BD International When International is selected in the General Configuration dialog box all bolt categories are available Threads In the Shear Plane Select N when threads are iNcluded in the shear plane or X if they are eXcluded RHS Bolted Moment End Plate Bolts E xj Dia M20 v 4bols 8bolts Categ A326ST v ae 20 Cancel Threads N g ro N Bolt Bearing Bolt bearing capacity as defined by design codes is the lesser of the bearing and tearing strengths of the ply or part Limcon shows the capacities for bolt bearing and tearing separately and the lower value governs ANSI AISC 360 In ANSI AISC 360 equation J3 6a applies when deformation of the bolt hole at service load is a design consideration and equation J3 6b applies otherwise By default Limcon uses the more conservative equation J3 6a The
138. plates and connectors For this force AS 4100 adopts a value of 15 of the member capacity in compression Limcon does not perform this check automatically The requirement can be satisfied by an additional load case containing a tension force only Friction Bolts A bolt slip check is performed with friction bolts only For ANSI AISC 360 the check may be at service loads or factored loads For BS 5950 and EC3 the check is determined by the bolt category For AS 4100 and NZS 3404 the check is usually at service loads The strength ratio or load factor LF is used to determine the service load from the ultimate load A typical value for LF is 1 5 Flange Plate Net Section Rupture Flange and plates in tension are checked for rupture on the net section at the outer bolt row Where the splice must be checked for high shear and moment concurrently variation of the moment over the length of the splice could mean that the moment specified at the center is inadequate for the net section checks By default Limcon increases the moment for the net section checks by the product of the shear force and the distance from the center of the splice to the outer bolt row There is an option in the General Configuration dialog box to avoid this behaviour selecting it necessarily means that the input moment is the maximum that occurs over the length of the splice Inner Flange Plates In the Plates dialog box there is an option to specify inner flange pl
139. plates are not checked Axial forces are permitted by use of the procedure recommended in Ref 18 to convert the factored axial load into an equivalent moment that will be added to the factored connection moment for axial tension or subtracted from the factored connection moment for axial compression Limcon limits the axial load equivalent moment so that one flange remains in compression Strength Limit States The diagram below shows a plot of the strength ratio for the example on p 43 of Ref 18 with the end plate thickness varied above and below the specified thickness of 9 16 14 3 mm The diagram shows the three possible failure modes predicted by the design model A End plate yield thin plate behaviour B Bolt rupture with prying intermediate plate behaviour C Bolt rupture without prying thick plate behaviour When the plate thickness is such that mode A behaviour occurs maximum prying forces exist but have no effect on the connection capacity because it is determined by plate yielding With mode C behaviour there are no prying forces and the capacity of the connection is determined by the bolt strength Throughout the range of plate thicknesses that lead to mode B behaviour prying forces vary from a maximum at the A B thickness to zero at the B C thickness The Limcon V3 4 Technical Notes e 59 connection capacity is adversely affected by the bolt prying forces in this range only The design model a
140. r 70 Effective length modifier 71 Limcon V3 Index e 153 Elastic analysis 54 Elastic method 79 E mail 29 Exclamation mark 9 Explorer 17 Extended moment end plate 3 59 Extra bolts 19 F f n 64 f n 64 Face yielding 64 Factored loads 48 FEMA 350 82 FEP 1 101 File menu 31 File type 17 Fin plate 1 53 Flange plate connection 3 105 Flange plate weld 56 Flexible end plate 1 101 Flush moment end plate 2 59 113 Folders 15 Fonts 16 FPBW 45 FPC 54 105 Friction bolts 41 43 56 Full contact 56 G GDI 20 GP 45 Grade 19 39 95 Groove weld 45 Gusset 65 69 Gusset plate 65 H Hardware lock 16 Haunched beam end plate 2 HBEP 2 54 61 Help About dialog box 29 Help menu 36 Hot links 29 HSS 66 HSS 64 76 HSS truss connections 76 HTML help 26 IC method 79 Installation 15 Instantaneous center method 79 Internet 29 J JIS B 1186 42 JIS G 3101 40 JIS G 3106 40 Job menu 34 JPG image 11 K K N gap 5 145 K N overlap 5 148 KNEE 5 138 KTG 4 69 L Launch 17 Library 91 Library compiler 96 Library folder 15 Limcon website 29 Linear method 79 Linedraw ttf 16 List All command 12 LmcReset 18 Load factor 48 56 Logo 23 24 M o 77 M op 77 Main toolbar 36 Maintenance 29 MEPC 2 3 54 59 113 MEPC axial load 59 Metric bolts 41 Metric units 21 Minimum actions 47 50 Minimum loads 47 50 Mitred knee 5 138 Moment base plate 4 133 MS LineDraw
141. rary file The value of any section property value input as zero is computed automatically provided sufficient dimensions for the calculation have been input When compilation has finished successfully a report is displayed as shown below This report lists any errors or inconsistencies detected in the input data The library report for the current library may be displayed from the Limcon File gt Configure menu All section property values are computed from the section dimensions and where the corresponding input value differs by more than 1 a warning message results Section properties are computed only approximately for some taper flange sections and warnings for these sections may not be valid Note Microstran and Limcon libraries are compatible xi LIBRARY CONTENTS Library file X lib Description Unnamed Library Created 18 SEP 01 12 43 07 Categories No Description 1 UB No categories 1 Parameter f 1 stress relieved 2 hot rolled 3 cold formed 4 lightly welded 5 heavily welded No Name SC DT f 1 610UB125 2 Zz D B Tf Tw rr 612 000 229 000 19 600 11 900 14 000 A 3 In Ty tt ty 1 600E 04 1 560E 06 9 860E 08 3 930E 07 249 000 49 600 Zx Zy Sx Sy Iw 3 230E 06 3 430E 05 3 680E 06 5 360E 05 3 450E 12 xl COMPILING THE LIBRARY REPORT 96 e 6 Editing the Section Library Limcon V3 T Examples Web Side Plate Single Plate Fin Plate Connection This is the design example from p
142. re 2898 2 gt Mu 2888 0 1 00 Pass Shear Plate Shear strength of bolts gt Vu 3 Pass Bearing strength of plate gt 2 80 Pass Tearing strength of plate gt 1 3 Pass Bearing strength of web gt 3 01 Pass Tearing strength of web sw x gt 2 87 Pass ear yielding strength gt 74 Pass J4 3 ear rupture strength gt 42 0 Pass J4 4 Block shear strength gt 42 0 Pass J4 5 Tension Flange Plate Bolt design force 159 6 kip Shear strength of bolts 444 3 gt Puf 159 6 2 78 Pass Bearing strength of plate 1305 0 gt Buf 159 6 8 18 Pass Limcon V3 50b Limcon V3 7 Examples e 107 Limcon V3 5 Ou 11 28 PM Engineering Systems Development Job WFP seismic Connection BFP_3 Tearing strength of gt Puf 159 6 7 80 Pass Bearing strength of gt Puf 159 6 4 44 Pass Tearing strength of gt Puf 159 6 4 23 Pass Plate design force Tension yie ng strength Puf 2 Pass D2 1 Tension rupture strength gt Puf 2 Pass D2 2 Block shear strength of plate 725 9 gt Puf 4 Pass J4 5 Block shear strength of flange 326 2 gt Buf 2 Pass J4 5 Compression Flange Plate Plate design force 149 3 kip Effective length k 0 6 v 6 9 9 9 1 20 in Compression strength of flange plate 435 6 gt Puf 149 3 2 92 Pass Compression yielding strength 435 9 gt Buf 149 3 2
143. re is an option in General Configuration to use equation equation J3 6b instead CI J3 10 allows bearing resistance to be calculated as the sum of the bearing resistances of the individual bolts This provision is 42 e 4 Technical Notes Limcon V3 Friction Bolts implemented for concentrically loaded bolt groups e g BRAC FEP FPC and BSPL flange splices BS 5950 Ply bearing must be checked for bolts that are non slip in service but CI 6 4 1 permits an increase of 50 in the bearing capacity permitted by CI 6 3 3 3 Thus bearing capacity in many connections can be increased by specifying this type of friction bolt According to the same clause bolts that are non slip under factored loads do not have to be checked for bearing at all This type of friction bolt is checked for bearing in Limcon with a 10096 increase in the bearing capacity permitted by CI 6 3 3 3 EC3 This code like ANSI AISC 360 allows bolt bearing resistance to be calculated as the sum of the bearing resistances of the individual bolts but only if the bearing resistance exceeds the bolt shear resistance for every bolt in the group This provision is implemented for concentrically loaded bolt groups e g BRAC FEP FPC and BSPL flange splices AS 4100 and NZS 3404 The rules in AS 4100 and NZS 3404 allow much greater bolt bearing capacity than do other steel design codes In order to mobilize the stated capacity unacceptable deformations may occ
144. res Part 1 1 General Rules and Rules for Buildings BS EN 1993 1 5 2006 Eurocode 3 Design of Steel Structures Part 1 5 Plated Structural Elements BS EN 1993 1 8 2005 Eurocode 3 Design of Steel Structures Part 1 8 Design of Joints The Behaviour and Design of Steel Structures to EC3 4th Edition N S Trahair M A Bradford D A Nethercot L Gardner Taylor amp Francis 2008 Structural Design of Steelwork to EN 1993 and EN 1994 4th Edition Lawrence Martin amp John Purkiss Butterworth Heinemann 2008 Designing Compact Gussets with the Uniform Force Method L S Muir AISC Engineering Journal 1st Quarter 2008 Effective Length Factors for Gusset Plate Buckling Bo Dowswell AISC Engineering Journal 2nd Quarter 2006 Hollow Structural Section Connections J A Packer D R Sherman M Lecce Steel Design Guide 24 American Institute of Steel Construction 2010 Design Guide 1 for Circular Hollow Section Joints Under Predominantly Static Loading J Wardenier Y Kurobane J A Packer G J van der Vegte X L Zhao CIDEC T 2008 4 Technical Notes e 87 54 55 56 57 58 59 60 Design Guide 3 for Rectangular Hollow Section Joints Under Predominantly Static Loading J A Packer J Wardenier X L Zhao G J van der Vegte Y Kurobane CIDEC T 2009 Steel Structures Design and Behavior 5th Edition
145. rogram Any drivers required for the hardware lock will be installed automatically when you install Limcon Additional set up procedures are required for systems with a network lock These are described on data sheet supplied with the software The Setup program creates a Limcon icon on the Windows All Programs menu Select Start gt All Programs gt Limcon to start Limcon Note the following help features which make it easier for you to use Limcon e There are tooltips on all toolbar buttons Move the mouse cursor over the button for a moment and a little pop up window displays the function of the button e There is a prompt displayed on the left side of the status bar at the bottom of the Limcon window whenever the cursor is positioned over a toolbar button or a menu item e Context sensitive pop up help is available in most dialog boxes Some items in dialog boxes also have tooltips Use the Help gt Limcon Help Topics command to display the Help Topics dialog box With this you can browse the table of contents look through an index or search all help topic keywords Limcon requires the font MS LineDraw During installation this font 1s installed automatically using the file Linedraw ttf on the distribution CD When setting up Limcon on a workstation without installing from the CD you must ensure that MS LineDraw is installed If unusual characters are seen in Print Preview it could mean that MS LineDraw is not properly
146. rrent printer If you want to change the current printer after seeing a preview close the preview window and then select the File gt Print command Configurable User Graphic on Reports You may use this feature to place your company logo at the top of all printed output Limcon allows you to have a small graphic at the top of each page of printed output Any valid Windows bitmap file existing in the Program folder may be selected in the Page Setup dialog box Select the logo option to print the graphic on each page If the option is not selected no graphic will be printed and no space will be allowed for it On installation Limcon is configured to use the graphic shown below You can unselect the option in Page Setup if you do not want a graphic 24 e 2 Getting Started Limcon V3 Help Features Limcon V3 6 DEFAULT GRAPHIC The specification of the bitmap is e Width 1200 pixels e Height 200 pixels e Colors 256 Limcon prints the graphic in a space 50 8 mm wide and 8 5 mm high Note The Windows drivers for some printers do not support the printing of bitmaps In such cases the logo may be shown in the print preview without actually printing Note the following help features which make it easier for you to use Limcon Command Help There is a prompt displayed on the left side of the status bar at the bottom of the Limcon window whenever the cursor is positioned over a toolbar button or a menu item
147. s RO i e ei Eee e Pe ret 52 Single Plate Shear Tab Fin Plate Web Side Plate WSP Connection 53 Rigid Connections Aaa ati 54 Analysis Method aaa itae Re He 54 Web Fillet Welds ecce tea eerie etie na 55 Section Bending Axial Check i 5 Bolted Splice BSPL iii tiec e eee eA eee i dies 56 ASI Bolted Moment End Plate Connection BMEP HBEP 57 AISC Moment End Plate Connection MEPC enne 59 Column Side Checks ce aee ee iara eie deti feed 60 Column Web Doubler Plates nono nro nn rn nn i iiiki 61 Column Flange Doubler Platesne ccecce iiciin ieii ei nennen rennen 62 RHS Bolted Moment End Plate TMEP nono nonnonnnonnronn rro nro nn rn naco nronnnos 62 Hollow Structural Section Chord Column Face Yielding sss 64 Single Brace Connection BRAC ocio eee hr eei ie e d ies 65 KT Gusset Plate Truss Connection KTG i 69 Uniform Force Bracing Connection UFBR ener 73 Hollow Structural Section HSS Truss Connections sse 76 Base Plate BASE caia id dere Sah ea Mrs 78 Bolt Group BGP eee el te iie eed tre dte Malena 79 Weld Group WGP iis idea a etre te eee deed e eoe 80 ii e Contents Limcon V3 Lower and Upper Bound Theorems eene enne enn 81 The Lower Bo
148. s imum plate thickness ee 12 0 lt 14 6 Pass esign capacity of plate 280 1 gt Net 130 0 Pass Weld Weld tension capacity aas 195 5 N t z 130 0 Pass Bolts Prying factor Bolt tension capacity gt N t z 130 0 Pass Critical limit state Weld tension capacity Ru S 1 504 Pass Limcon V3 00 00 Limcon V3 7 Examples e 137 HSS Mitred Knee s c RHE 150 200 en This is the design example from p 10 9 of Design of Structural Steel Hollow Section Connections The printed output on the following pages is obtained by clicking the Print button in the connection dialog box 138 e 7 Examples Limcon V3 Limcon V3 Engineering Systems Development Job KNEE p 10 9 Connection KNEE p 10 9 Mitred Knee Design Example Design of Structural Steel Hollow Section Connections p 10 9 Page 1 of 2 12 Dec 2002 7 54 PM COL 150X100X5 0RHS Gr C350 BM 150X100X5 0RHS Gr C350 Angle 95 N Stiffening plate 130x10x245 Gr 250 Weld 4 2 throat CW 480 SP N Limcon V3 LIMCON V3 0 Connection KNEE p 10 9 Type SSHS mitred knee connection Design code AS4100 NZ83404 Column Mark COL Section 150X100X5 0RHS D 150 0 Area 2 310E 03 B 100 0 Sx 1 150E 05 T 5 0 Rafter Mark BM Section 150X100X5 0RHS D 150 0 Area 2 310E 03 B 100 0 Sx 1 150E 05 T 5 0 Angle between column and rafter 95 00 Stiffening pl
149. s part of the section mnemonic Apart from the section mnemonic X characters with numeric characters before and after may be included in the section name Examples of valid section names are 200UB25 4 88 9X2 6CHS CTT380X100 100XX XX100 and W14x311 Invalid names include 200UB25 4H1 two separate alphabetic groups CTT380X100X trailing X X200UB25 4 leading X and XXBOX100 mnemonic exceeds 4 characters When adding new sections to a library you may choose any suitable section mnemonic A single character E however may not be used as Limcon V3 6 Editing the Section Library e 91 a section mnemonic because the section name would then be confused as a number in exponential format Section Categories Each group of sections in the library is assigned a section category Every section in a section category should have the same section mnemonic The section category number is shown in the library source file under the heading SC When choosing a section you first choose the section category and Limcon then displays all the sections in the category All sections within a category must have the same design type and section mnemonic Design Type For design purposes each section is classified according to its design type The design type number is shown in the library source file under the heading DT The design type is used to interpret the section properties and it determi
150. s shown at the beginning of the output Noding Eccentricity Where the working point does not coincide with the member center line there is a noding eccentricity that causes a moment for which the chord must be designed The face of an SHS or RHS chord is unable to resist significant moment so it is desirable to minimize the eccentricity for these sections Steps to Input and Check a KTG Connection e When you create a new KTG connection a dialog box is displayed with the default connection The sections the gusset plate other data and the loads have to be changed as required e TheKTG connection consists of a chord or column shown in the horizontal position and two or three braces or branch members The default connection has two braces check the Brace 3 box if you want three Brace 1 is always shown on the left Brace 2 on the right and if Brace 3 exists it is between them In an N connection either Brace 1 or Brace 2 is vertical and Brace 3 does not exist e Most brace details are changed by clicking a brace button this displays a subsidiary dialog box for the particular brace in which you can change the brace section connection type bolt or weld details etc e With the Set all option selected bolt details shown in the KTG dialog box take precedence over bolt details in subsidiary dialog boxes e g when you change the bolt size in the KTG dialog box it is automatically set to the same size in all subs
151. se Plate and Anchor Rod Design 2nd Edition J M Fisher amp L A Kloiber AISC 2006 Limcon V3 7 Examples e 133 Limcon V3 5 Engineering Systems Development Job BASE SDG1 examples2 Connection Ex 4 7 Page 1 of 2 31 Oct 2006 10 20 PM CONNECTION Ex 4 7 Base Plate Column COL W12X96 Gr A992 Base plate 20 x2 25 x20 Gr A36 Weld 3 4 FW 70ksi 10 10 Foundation 40 x 40 x 24 deep 1 1 2 thick grout pad HD Bolts 6 1 1 2 A307 N 18 embedment Geometry heck WARNING Edge distance minimum check sp and di 0 error s 1 warning s 5 L Ex 4 7 Base Plate 2 Moment base plate Connecti stomary SC 360 05 LRED pod Zu Gr Fy Fu A36 36 0 58 ksi 0 75 FW fu 70 ksi all around column sg in XX direct sp Y no h NOT cing of outer edment length ar ear capacity of b sidered Limcon V3 50b 134 e 7 Examples Limcon V3 Limcon V3 5 Engineering Systems Development Job BASE SDG1 examples2 Connection Ex 4 7 Page 2 of 2 31 Oct 2006 10 20 PM No shear key Foundation Foundation strength f c 4 0 Rectangular D 40 Min bolt edge distance Coeff friction between MINIMUM ACTION CHECK Specified minimum design actions Bending 30 of gMs 6615 0 1984 She 9 nsion 0 of gNs 1269 0 0 mpression 0
152. sign models are only valid for a compound butt fillet weld of specified leg length all around the section The fillet which extends outside the face of the section by the leg dimension has an appreciable beneficial effect on the plate bending strength Axial Load Treatment The tests on which the connection design model is based did not include axial forces this 1s primarily a flexural model Small axial forces are permitted by use of the procedure recommended in Ref 18 to convert the factored axial load into an equivalent moment that will be added to the factored connection moment for axial tension or subtracted from the factored connection moment for axial compression Limcon limits the axial load equivalent moment so that one flange remains in compression 62 e 4 Technical Notes Limcon V3 Limcon V3 RHS Base Plates Additional considerations are required if this connection is to be used to evaluate moment base plates for RHS columns Some limit states relevant to base plates are not checked e g concrete bearing failure The TMEP model assumes high strength tensioned bolts For a thick plate the strength 1s determined by the bolts and the lever arm may be smaller than assumed in the TMEP model because the resultant compression could be inside the column flange For a thin plate the strength is determined by the plate itself and the TMEP connection may be considerably stronger than a similar moment base plate BASE be
153. ssumes the maximum prying force whenever prying exists and this accounts for the discontinuity in connection capacity at the B C thickness which would not occur in reality Extended Multiple Row 1 2 Unstiffened MEPC Load Factor eo e eo 070 Ra enti i TACE Enid plate yield 0 60 ara i i i B 4 Bolt rupture prying E A i C Bolt rupture no prying 0 50 10 11 12 13 14 15 16 17 18 End Plate Thickness mm STRENGTH RATIO VS END PLATE THICKNESS Limcon can readily be used to optimize the connection design for either thinner end plate and larger bolts end plate yield or thicker end plate and smaller bolts bolt rupture Column Side Checks In beam column connections the column and stiffeners if present must be checked for limit states such as column flange bending and column web panel zone shear to name just two Column side checks were performed according to Ref 11 now obsolete for BMEP HBEP and WBC connections only With the introduction in 2009 of the new ASI Connections Series References 42 43 column side checks became available for all beam column connections e BMEP HBEP bolted moment end plate connection e WBC welded beam column connection e MEPC moment end plate connection e FPC bolted or welded flange plate connection The latest AISC recommendation on column stiffening for welded connections are found in AISC Steel Design Guide 13 Stiffeni
154. t 2 00 Pass d b t for RHS SHS chord 20 0 35 0 Pass d h t for RHS SHS chord 30 0 lt 35 0 Pass tb 1 b t for RHS SHS brace 25 4 35 0 Pass b i h t for RHS SHS brace 25 4 35 0 Pass Effective width os oe eosa 63 6 Nc brace effective width capacity 356 7 N 200 0 Pass Nd punching shear capacity 506 0 N 200 0 Pass Nb chord side wall face capacity 516 2 gt N 200 0 Pass Ng chord side wall shear failure 445 5 gt N 200 0 Pass Length of weld 341 Nh weld capacity for specified throat 332 9 N 200 0 Pass Critical limit state Nh weld capacity for specified throat Ru S 1 664 Pass Limcon V3 00 00 144 7 Examples Limcon V3 HSS T or K Gap Connection Si x M e en LE B ipy gt PP Le We CN amp LAY le SS v Shy 4 amp NN n 7 j 2 ay 150 cH This is the design example from p 13 21 of Design of Structural Steel Hollow Section Connections The printed output on the following pages is obtained by clicking the Print button in the connection dialog box Limcon V3 7 Examples e 145 Limcon V3 Engineering Systems Development Job TKNG p 13 21 Connection TKNG p 13 21 SSHS K or N Gap Connection Design Example Design of Structural Steel Hollow Section Connections p 13 21 Page 1 of 2 12 Dec 2002 11 24 PM BR1 75X75X5
155. t 22 2 Shear 0 0 Axial 0 0 Minimum design actions Bending 0 of Ms 21 7 0 0 KN m She 0 0 kN Tension 0 of o Ns 532 8 0 0 kN Compression 08 of o Ns 532 8 0 0 XN ANALYSIS RESULT Final design actions Moment 22 2 Shear 0 0 Tension 0 0 13 DEC 02 11 14 22 Limcon V3 00 00 118 7 Examples Limcon V3 Limcon V3 co 11 14 AM Engineering Systems Development Job TMEP4 R745 Connection R745 1 4 Bolt RHS Moment End Plate Connection Design Example University of Sydney C A S E R745 Example 1 Tested parameter ranges Depth of beam section so 125 0 400 0 Pass Section slenderness plasticity limit 30 0 Section slenderness yield limit 40 0 Section slenderness we 21 2 Compactness C Pass Horiz distance from web to bolt c 0 Vert distance from flange to bolt so 40 Yield line analysis Mode 1 failure moment 22 7 Mode 2 failure moment 22 7 Mode 3 failure moment s so 36 2 Plate equivalent width a a a s s 135 0 Bending Bolt tension failure capacity 20 6 lt MF 22 2 FAIL End plate failure capacity 21 4 lt M 22 2 FAIL Bolts Shear capacity of compression bolts 118 6 gt v 0 0 Pass End plate ply bearing capacity 707 8 gt vt 0 0 Pass Serviceability limit states Bolt yielding serviceability capacity 19 1 gt M 14 8 Pass Plat
156. t End Plate Connection BMEP HBEP Note Moment end plate connections may be designed as a thin plate with strong bolts or a thick plate with weaker bolts With thin plate behaviour bolt efficiency is reduced by bolt prying forces but with thick plate behaviour bolt prying forces are negligible The transition from thin plate to thick plate behaviour is taken as the plate thickness at which plate yield strength exceeds bolt rupture strength by 11 Ref 18 The bolted moment end plate BMEP and haunched bolted end plate connection HBEP were originally based on Ref 11 This model used a simple 1 dimensional yield line analysis with prying assumed to add 30 to the bolt forces that would be necessary without prying The model is widely regarded as excessively conservative because the necessary end plate thickness ensures minimal bolt prying forces In fact when end plates are connected to thin column flanges prying forces of the magnitude of those assumed in the model may exist even when transverse stiffeners are present In 2009 the BMEP and HBEP connections were revised in accordance with the new AST Connections Series References 41 44 which replace Ref 11 These new publications are based on the AISC Design Guide No 4 Extended End Plate Moment Connections Seismic and Wind Applications 2nd Edition Ref 19 which requires thick plate flange behaviour and AISC Design Guide No 16 Flush and Extended Multiple Row M
157. the single plate connection as a single brace connection for which the necessary column compression and moment may be entered The items below are required for calculating face yielding efficiencies See also Hollow Structural Section HSS Truss Connections on p 76 N op When the chord is in compression on both sides of the joint N op is the smaller compression force not negative If the chord on either side of the joint is in tension N op is zero It is required for checking face yielding in a CHS chord or column N o When the chord is in compression on both sides of the joint this is the larger compression force not negative If the chord is in compression on one side of the joint and in tension on the other N o is the compression force It is required for checking face yielding in an SHS or RHS chord or column M o Bending moment in chord at joint due to transverse loading not negative It is required for checking face yielding in an HSS chord or column Ref 12 erroneously permits values of f n and f n exceeding 1 64 e 4 Technical Notes Limcon V3 Single Brace Connection BRAC Limcon performs design checks on a simple isolated bracing cleat gusset plate connection as specified in Ref 11 and additional checks in accordance with Ref 12 including checks on HSS bracing members and attached plates In addition to the connection types in Ref 11 there are four concentric connections two with cover sp
158. the relevant provisions of the configured design code take precedence where any difference occurs The File gt Configure gt General command permits the country and the section library to be changed The country determines which steel grades may be used for plate components and the section library determines availability of steel sections and their grades The Limcon Window Right clicking on a thumbnail displays a menu offering commands to show the connection at full size edit copy delete or print the connection F Unnamed Limcon EDU S 15 xl File Edit View Job Connections Connection List Help OSHAR Eara fila Bolted Splice B1 W16X36 LF 1 67 For Help press F1 THE LIMCON WINDOW The Limcon window is a multi cell view with the main menu and toolbar at the top Each connection in the current job is shown in miniature as a thumbnail in a cell A data tip appears when the cursor passes over a cell containing a connection Double clicking on a thumbnail displays a dialog box with the connection data The main menu is the principal command interface Each main menu item gives access to a drop down menu of commands In general each toolbar button corresponds to a menu item See Chapter 3 Menus amp Toolbars for a description of the drop down menus You may right click on a thumbnail to show a pop up menu offering commands relevant to the thumbnail connection see
159. timate stresses for the plate material provided this option is enabled in the General Configuration dialog box You may select International in this dialog box to enable selection of other plate grades International When International is selected in the General Configuration dialog box a wide range of section and plate grades are available These include all the grades in the table below plus several others including the Japanese grades to JIS G 3101 and JIS G 3106 and the Chinese grades Q235 and 40 e 4 Technical Notes Q345 item US F Canadian UK Eurocode Aust NZ Grades Grades Grades Grades Hot rolled A36 A588 260W S235 S275 250 300 350 sections A992 300W S355 S450 400 350W S460 43 50 55 Welded 260W 250 300 350 sections 300W 400 450 350W 300M Hollow A501 300WH S275 S355 C250 345 sections A500 B 350W S450 S460 C350 C450 A500 C A53 400W 43 50 55 Cleats A36 Gr 42 260W S235 S275 250 300 350 plates Gr 50 300W S355 S450 250 300 stiffeners 350W S460 350 400W 43 50 55 US Plate Grades Grades 42 and 50 may be used instead of particular ASTM grades Gr 42 referred to in Limcon as US42 has a yield stress of 42 ksi and an ultimate tensile stress of 60 ksi Gr 50 referred to as US50 has a yield stress of 50 ksi and an ultimate tensile stress of 65 ksi AS NZS Plate Grades Grades 250 300 and 350 are to AS NZS 3678 wh
160. tions which are V Beam shear N Beam axial force tension ve N 1 Brace 1 axial force tension ve N 2 Brace 2 axial force tension ve Checks are also performed for each component brace using the procedure for a single brace corner connection F K X Bracing Connection Limcon 3 60 120507 999999 Name ft AISC3GDILAFO Brace members Ed Detail C Key diagram aa ss fof T See 322 559 39 ajaj Cancel a SC or Pres Bera Cort m Beez 51 fa fas aff Beam ES TUS Key Diagram The K X bracing connection LIFBR is a compound connection comprising one or two single brace BRAC connections and a double angle shear connection ACLT for the beam and column The component connections may be changed by clicking the Brace 1 Brace 2 Beam or ER it Column buttons sd Print r Bolts Ej Dia 7 8 Cat A3255T Threads N Hole 0 9377 _ DXF sp 3 sg 3 ael 1 1 2 r Design loads Pul 0 Pu2 875k tens al Vu 15k Pu 526k comp Expand NOTES 8 Free length from end of brace to perp yield line should be 2T for SCBF CRITICAL LIMIT STATE Plate beam fillet weld strength UTILIZATION RATIO 95 STRENGTH RATIO 1 054 Pass UFBR DIALOG BOX Limcon V3 4 Technical Notes e 73 F Gusset Plate Connection 3 E 2 x Name 172 Members Detal C Key diagram 2141 04
161. to define bolts with particular properties e g anchor bolts with strength reduced by corrosion 152 e A Appendix Limcon V3 Index 4E 3 4ES 3 A AASHTO 54 ACLT 1 Analysis method 19 Angle cleat 1 ANSI AISC 360 6 56 66 AS 4100 6 56 66 AS NZS 3678 40 AS NZS 3679 1 40 Aspect ratio 20 Assumptions 46 ASTM 40 Attached plate 66 Auto check 19 Axial force 52 B BAS 1 BASE 4 130 133 Base plate 4 130 133 Bearing pad 2 BFP 3 105 BGP 6 Bitmap 25 BMEP 2 54 61 109 BMEP B 2 BMEP C 2 Bolt bearing 79 Bolt category 18 41 Bolt column 80 Bolt group 6 79 Bolt row 80 Bolt tearing 79 Bolted angle seat 1 Bolted flange plate connection 3 105 Bolted moment end plate 2 109 Bolted splice 3 56 123 Bolts 19 BPAD 2 BRAC 4 65 127 Bracing 69 73 Bracing cleat 4 65 127 BS 5950 6 44 56 66 BSPL 3 54 56 123 Butt weld 45 C CAN CSA S16 6 Cap plate 5 136 Check Version 28 Cheng Yura Johnston 52 54 Chevron 69 CIPGW 45 Cleat 65 Color depth 14 Colors 10 Configuration 17 Connection name 8 Connections List menu 35 Connections menu 34 Copes 52 Cover plates 66 D Data folder 15 Default data 39 Demand capacity ratio 19 Design code 6 18 Design type 92 Detailed output 20 Directional strength of fillet welds 45 Directories 15 Double click 17 Doubler 61 DXF 89 E EC3 18 Eccentricity 71 Edit menu 32 Edit section library 22 Effective length facto
162. ts are not permitted with these connections 58 4 Technical Notes Limcon V3 AISC Moment End Plate Connection MEPC The AISC Steel Design Guide 16 Flush and Extended Multiple Row Moment End Plate Connections Ref 18 sets out design models for both flush and extended end plate moment connections with multiple bolt rows The models which rely on 2 dimensional yield line analysis were verified by full scale tests Limcon implements all five unstiffened connections and the two stiffened extended end plate connections The applicability of the connection design models is specifically limited to I sections meeting certain geometric requirements These limits significantly restrict the number of I sections with which the flush end plate may be used Only high strength bolts may be used It has been determined by tests on large moment end plate connections that the strength is not adversely affected by the use of snug tightened bolts Ref 18 The design procedure permits use of snug tightened Grade 8 8 and A325 bolts Higher strength bolts must be fully tensioned Note Snug tightened bolts must not be used with this connection for dynamic loading or in areas of high seismicity Axial Load Treatment The tests on which the connection design model is based did not include axial forces this is primarily a flexural model The connection is not suitable for checking of base plates because many of the limit states relevant to base
163. u Show Full Size w Show All List All Edit ut Copy Notes Delete Print Cancel The pop up menu appears when you right click a connection thumbnail It offers these commands Command Show Full Size Show All List All Edit Cut Paste Notes Delete Print Cancel Limcon V3 Action Fills the main view with the right clicked connection Reverts to view of multiple connection thumbnails after selection of Show Full Size command Shows a list of all connections in the job See Listing All Connections in a Job on p 12 Displays the right clicked connection in a dialog box for editing Double clicking the connection has the same effect Removes the right clicked connection from the view and places it on the clipboard for pasting Inserts the clipboard connection before the right clicked connection Displays a dialog box for entering notes for the right clicked connection Deletes the right clicked connection Prints a full page diagram of the right clicked connection Dismisses the pop up menu 3 Menus amp Toolbars e 37 38 e 3 Menus amp Toolbars Limcon V3 4 Technical Notes Default Data Steel Grades When you select a new connection in Limcon default values will appear for each parameter so that no additional data input is required to define a complete connection In many cases the default data corresponds to worked examples in the reference documents Default sections
164. uishes welded sections from rolled sections by the residual stress code f in the table below h Section Type 1 Stress relieved 2 Hot rolled 3 Cold formed 4 Lightly welded 5 Heavily welded Limcon V3 6 Editing the Section Library e 93 Section Library Manager Library source files may be manipulated by the Section Library You may edit any library source file supplied but it is preferable to make a copy and edit that otherwise you will lose your changes when you next update library files 94 e 6 Editing the Section Library Manager After you have selected the destination library either an existing library source file or a new one the dialog box below is displayed A tree view of the destination library empty if new is shown on the right while all available library source files are shown on the left Each library may be expanded to show the section categories and each of these may be expanded to show the sections contained in the category ES Section Library Manager Source libraries F Right click any tree item for pop up menu SECTION LIBRARY MANAGER Destination library Eg Database v3 t t 1326 sections E B Aisc asc Ea Uklib txt 646 sections H Y O1 W Shapes j EB Asw asc 751 sections E Y 02 W Shapes Jumbo EA Ukw asc 869 sections E Y 03 M Shapes EB Usw asc 1027 sections I M12X11 8 Ea Uk2000 asc 646 sections I M12x10 8
165. um design shear of 40 kN and a minimum design moment of 50 of the member moment capacity but 30 for splices Splices are preferably located at points where bending moment is low The apex connection in a portal frame should be classified as a moment connection requiring the 50 minimum not as a splice requiring 30 As shown below load dialog boxes allow you to right click on load components and select the minimum load Limcon then calculates the minimum action and inserts this value in the right clicked grid cell 0 0 20 0 0 0 Set Min Bending Moment Set Min Shear Set Min Tension Set Min Compression Cancel Set Beam Table Shear Insert Before Insert After Delete Row di Right click in cell to set minimum action T Minimum design actions BM 50 Shear 15 Shear 9k Tens 0 Comp 0 fes r Section available capacities WIEX36 Bending 2880ki Shear 140 7k Axial 477k SETTING MINIMUM ACTIONS Limcon V3 4 Technical Notes e 51 Shear Connections Axial Force The most common shear connections WSP FEP ACLT may be checked for axial force as well as shear The ASI models for these connections do not cover axial forces Tension in these connections is checked according to American practice as set out in Ref 6 When considering axial force Limcon assumes that the connection is concentric with the beam axis Bolt Groups Bolt groups are checked for axial force
166. und Theorem ee een en enne enne enne ener eene nnne enn 81 The Upper Bound Theorem essere 81 Seismie Checks rn edu eset e tede esee ba db lu 82 Additional Checks no rr onnnnrononnnnrcnnnnnnronnaroos 83 Output References sete nete RL RO a 84 References enu i Paoli cigni P AI AI cia ce est LL d asd DE erat 85 5 DXF Output 89 A Medea et trate AEE E a ile 89 The Header XF ra tite ettet tette seht RL ine ao 89 DX Setup otto e daban Maeda a IE Si i S LUN er a 90 6 Editing the Section Library 91 Generali etilico 91 Section Libraty indecente leale ne RS BO ostia at ent 91 Section Library Manager e 94 Compiling a Library us eee ees tute dee ete esten dads P hess diede 96 7 Examples 97 Web Side Plate Single Plate Fin Plate Connection noo 97 Flexible End Plate Connection nnne nennen nennen RE 101 Bolted Flange Plate Connection rire ere rien 105 Bolted Moment End Plate Connection eene enne nenne 109 Multiple Row Flush End Plate Moment Connection nono nonnonnnonnnnnos 113 4 Bolt RHS Moment End Plate Connection eene eene 117 8 Bolt RHS Moment End Plate Connection eee eene 120 BoltediSplice suos lie aste tentes sibus 123 Bracime Cleats ross iene 127 Pinnied Base Plate
167. up Section Bending Axial Check In general a check on the section at the connection location could be considered to be part of the member design and therefore not necessary in the connection design context For bolted splices BSPL and bolted flange plate connections FPC however the section is checked in Limcon because of the presence of bolt holes Checking the flanges is a convenient alternative to the application of code rules for determining section capacity in members subject to combined actions but the flange forces must be computed rigorously i e with the plastic analysis method A check with simplified analysis flange forces will certainly fail when the applied load approaches the section strength In previous versions of Limcon such flange checks were made informative so that they did not govern the design For the bolted splice the critical location for the section bending axial check is the outermost flange bolt row where the bending moment may exceed the specified design moment see Bolted Splice BSPL on p 56 Limcon V3 4 Technical Notes e 55 Bolted Splice BSPL Full Contact For the bolted splice you may enter a value for the gap between the ends of the connected members When this value is zero the members are considered to be prepared for full contact and compressive actions are resisted by bearing on contact surfaces An additional condition must then be considered the minimum force acting on
168. up centroid also used in Ref 34 there can be only one non zero out of plane moment Behaviour is not defined for biaxial out of plane bending Bolt Groups in Other Connections Other connections such as the bolted splice web side plate and angle cleat connections have bolt groups that may be subjected to moment and shear These bolt groups are checked using the above procedures the analysis method being determined by the configuration setting in effect Note The critical bolt is identified by row and column in the output results for a bolt group analysis Rows are numbered from top to bottom and columns from left to right Weld Group WGP Several types of weld group may be analysed by the linear elastic method as set out in Ref 11 The instantaneous center method is less appropriate for weld groups than bolt groups because of the directional variability of weld element ductility The IC method is not available in Limcon for any weld group Alternative Analysis The alternative analysis option is available for some types of weld group composed of elements at right angles Usually all weld elements in a weld group are assumed to participate but with this option selected direct shear is resisted only by elements aligned with the shear force direction see AS 4100 CI 9 8 2 2 80 4 Technical Notes Limcon V3 Lower and Upper Bound Theorems The Lower Bound Theorem If a set of bending moments can be found which satisfi
169. ur Ref 32 As a result bolt groups with a single row of bolts loaded in tension may be designed unconservatively using the rules of AS 4100 or NZS 3404 Bracing cleat connections could fall into this category and accordingly when checking single row bolt groups subject to tension in this connection type Limcon uses a bolt bearing capacity factor of 0 75 instead of 0 9 Friction i e slip critical bolts are available for the bolt group BGP bolted splice BSPL bolted flange plate connection FPC and the most common shear connections WSP FEP and ACLT When friction bolts are selected for one of these connection types Limcon automatically performs a slip check for each bolt group in the connection When you specify friction bolts for any connection you may also specify the bolt slip factor by clicking the adjacent Slip Check button This will display the Bolt Slip Check dialog box shown below Bolt Slip Check ENS 71 Serviceability limit state Strength limit state Cancel Slip factor Load factor fo 35 1 5 Limcon V3 4 Technical Notes e 43 ANSI AISC 360 Whether Limcon is configured for ASD or LRFD you may choose the serviceability or strength limit state Limcon checks the slip resistance determined from the code against the input load effects service loads for ASD and factored loads for LRFD BS 5950 BS 5950 has friction bolt categories that are either non slip in service or non slip at failure
170. usset plate a rectangular plate to which the member or attached plate is connected It is welded to the supporting member Any corner intersected by a member is trimmed at right angles to the member axis Cleat or simple cleat a gusset plate used for a single brace connection with its longitudinal sides parallel to the member axis Limcon V3 4 Technical Notes e 65 Attached plate a plate that is connected to the gusset plate and the member Cover plates a pair of plates connecting a member or attached plate to a gusset plate HSS any hollow structural section CHS SHS or RHS Some steel section libraries contain pipe sections these are differentiated from round HSS CHS by their minimum specified yield strength of 35 ksi but are still classified as HSS by Limcon using the correct Fy Rectangular Gusset Plate By default the cleat gusset plate for an inclined bracing member has sides parallel to the center line of the bracing member This arrangement simplifies the analysis of the cleat but the shape that is actually detailed may sometimes have one or two sides perpendicular to the support member usually a column or truss chord There is an option button in the BRAC dialog box to change the simple cleat to a rectangular gusset plate with a corner trimmed at right angles if it is intersected by the member When this is done the connection is checked according to the conventional AISC method using the Whitm

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