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1. Jie 1 11E 13 B 2EH 7 Close The properties include the presence of haunches or notches Plastic modulus is calculated without considering toe radius 50 121 SCS Steel Connection Studio Help manual When haunches are present Inertia Plastic modulus and Elastic modulus are calculated without considering the toe radius The window can stay open and the user can keep working Many windows with the properties can be kept open simultaneously 7 3 2 1 Section properties validation See par 26 2 Section property validation 7 3 3 Select material Similarly to Select member option the material can be selected for the members To edit members see 6 2 3 Edit To filter materials and reduce its list use the Visible checkbox in 6 2 3 Edit the but also activate the real usage of this filter see 6 3 1 General options The labels below the material show yield strength and ultimate strength used for calculations according to member maximum thickness For example the member in the figure above has a maximum thickness of 24mm therefore yield strength applied is the one in the range gt 16mm and lt 40mm as the database show image below The third label below the material thk lt shows this higher applicable limit Material E N mm fy N mm4 ful N mm im 1 mm gt f S235 1E 05 16 225 5275 21605 7 3 4 Other options If the module includes a verification of the secondary member usually included among
2. Example Say that a group of M20 d0 22 bolts is at 2d0 44 from edge and has 3d0 66 as bolt to bolt distance in both directions If material is S275 the bearing coefficient base value is 0 8 and it s adjusted to ybolt 0 8 1 5 2 1 067 since edge distance is more than 1 5 dO bolt to bolt distance would give a higher value so it s not governing 27 3 4Gamma coefficients ym is the material coefficient table 2 of 70 1 1 is the default value given by SCS yc is the operation condition coefficient table 6 of 70 This is used for member and weld check formulas is the default value given by SCS yc bolt is the operation condition coefficient table 35 of 70 upper part for bolts The coefficient ranges from 0 9 to 1 0 9 is the default value given by SCS yb is the operation condition coefficient in formula 131 of 70 depending on the number of bolts yh is the reliability coefficient table 36 of 70 used for slip resistant connections 1 3 1s the default value given by SCS yconcrete 1s the concrete partial safety factor used for base plate calculations as per Eurocode 27 3 3 Weld check Each weld should be checked at 2 locations for SNiP as per fig 20 of 70 that is at border of fusion subscript z and at joint subscript y Each check has a different P table 34 of 70 a different yw actually usually 1 and different Rw see table 3 and 4 of 70 to calculate them SCS suggest an Rw value considering yw 1 that com
3. Coo NEC T Ico T CJJI Manual Version 15 02a SCS Steel Connection Studio is a Registered Trademark in the European Community 010010221 the International Bureau of WIPO 1155473 USA 4 493 056 Australia 1553799 and other countries US Patent pending SCS Steel Connection Studio Table of contents 1 Introduction Eula 1 2 General remarks 1 3 Demo version 1 4 Language 2 Installation 3 Licensing procedures 3 1 General information 3 1 1 Online check 3 2 Internet Floating license 3 2 1 Basics 3 2 2 Download license option 3 2 3 INSTALLATION ON MULTIPLE DEVICES read carefully thanks 4 Initial window form 4 1 Basics 4 2 Buttons to open single modules 4 3 Other buttons 5 General layout in modules 5 1 Data tab 5 2 Message window 5 3 Your comment window 5 4 Graphic window 5 5 Update calcs button 5 6 Drop down menu for graphic options Sel Report button and related options 5 8 Create DXF button 5 9 Result tab 6 Menu and button bar 6 1 File menu 6 1 1 New 6 1 2 Open 6 1 3 Save 6 1 4 Save as 6 1 5 Print 6 1 6 File list 6 2 Edit menu 6 2 1 Undo 6 2 2 Redo 6 2 3 Edit Database 6 2 4 Cut 6 2 5 Copy 6 2 6 Paste 6 2 7 Increase drawing text size 6 2 8 Decrease drawing text size 6 3 Tools menu 6 3 1 General options 6 3 2 Member filter 6 3 3 Units General and Units Form 2 121 User manual SCS Steel Connection Studio 6 4 Drawing view menu 6 4 1 Fit all 6 4 2 Zoom wi
4. See specific paragraph 8 Result tab which has a general approach and the following paragraphs for single modules where different behaviors are eventually described and discussed 22 121 SCS Steel Connection Studio User manual 23 121 SCS Steel Connection Studio User manual 6 Menu and button bar Most of the functions are quite common and similar to many other programs so self explanatory 6 1 File menu In this menu the user can create a new file open an existing file save changes to the file save your work as a different file print the contents of the graphic window or exit to SCS program Short cuts are available too and they are shown in the right hand side of the menu Ctrl M Ctrl 0 Ctri Fl local file names es Opened before 30 ul 12 n _ nTM aes older file names Alt 6 1 1 New Also available from the button bar clicking This button creates a new SCS file Short cut key ctrl N 6 1 2 Open Also available from the button bar clicking 3 This button an existing SCS file Short cut key ctrl O 6 1 3 Save Also available from the button bar clicking l This button is to save the file If no file name has been defined yet a file name will be required similarly to Save as Short cut key ctrl S 6 1 4 Save as This button is to save the current file with a different name and or in a different location Short cut key F12 24 121 SCS Steel Connect
5. a Sec bl sh wert ok 12 a Pl shear strong ax ok 22 al Fl bend strong ax ERR 1 02 d Fl shear weak ax ok 1 a FI bending weak ax ok 2278 al Fl axial ok 6 b Fl combined stress ERR 1 03 d Beam shear str ok 13 a Bearn bending str ok 17 d Beam shear wk ok 0 a Beam bending wk ok 2 a Beam axial ok 3 b Beam combined ok 18 d Flate buckling ERR 1 02 dj Frim local web shear ok 0 a Web weld combined ok 942 d Web weld ot ok b2 d If the check is not satisfied instead of the ok a bold warning ERR is displayed Other errors might appear as below Bolt group 1 Bolt shear ok os b Bolt min distances ERR check distances Pl bearing hor ok 48 al Beam bearing hor ok BO al Pl bearing wert ok O38 b Beam bearing wert ok 9278 b FI bl shear hor ok a4 al Sec bl sh hor ok b4 al FI bl sh wert ok 3 b Sec bl sh wert ok 5 b Fl shear strong ax ok 4 b Fl bend strong ax ok 338 b Fl shear weak ax ok 0 a Fl bending weak ax ok 0 a Fl axial ok ra al Fl combined stress ok 932 b Beam shear str ok 7 b Beam bending str ok 20 2 b Beam shear wk ok 0 a Beam bending wk ok 0 a Beam axial ok S378 al Beam combined ok 56s b Plate buckling ok 3375 b Prim local web shear ok O a Web weld combined ok BBs al Web weld ot ok 458 al It is important to understa
6. 2 Technical issues Different technical matters are here discussed 27 1 Moment connections formula to find Yc in column when only 2 bolts are present without transverse stiffener Formulas for the above situations are given in Aisc Design Guide DG 16 page 18 for the beam but if the column has no transverse stiffener in which case the applied formula is the same as for the beam Design Guides give no specific guidance SCS uses the following formula in _ case ee are the same as in DG4 ash ry tg ho J Ts j i The formula is supposed to be P m and it s calculated comparing similar situations in DG4 see page28 and DG16 as above If the engineer user is not comfortable with the above formula it s suggested to insert a transverse stiffener to go back into the case of DG16 27 2 Instantaneous center of rotation method with no vertical shear If no vertical shear is input but an eccentricity moment or axial action is applied to the bolt group the elastic method should be used If the inst center of rotation method is chosen a vertical shear of 0 45kN 0 1kips per bolt is considered in the solution to help convergence 27 3 SNiP notes SNiP are an old standard though still used in some ex USSR countries Some difficulties have been met in programming SCS to SNiP calcs due to the fact not much material commentary explanations and examples for connections is available The following notes try to explain the approach
7. 8 10 Stiffness 9 Fin plate column beam FP 1 9 1 About FP 1 se Connection type 9 3 Plate welding to primary 9 3 1 Fin plate welded only on primary member web 9 3 2 Fin plate welded on primary member web and top stiffener 9 3 3 Fin plate welded on primary member web and both stiffeners 9 3 4 K N web and eccentricity 10 Fin plate beam beam FP2 10 1 About FP2 10 2 Connection type 10 3 Plate welding to primary 10 3 1 Fin plate welded on primary member web 10 3 2 Fin plate welded on primary member web and top flange 10 3 3 Fin plate welded on primary member web and both flanges 11 Double fin plate DS1 11 1 About DSI 11 2 Connection type 12 Splice SP4 12 1 About SP4 12 2 Connection type 13 End plate column beam EM3 13 1 About EM3 13 2 Top bottom configuration 13 3 Loads 13 3 1 Kye 13 3 2 Axial force modifies Mmaj 13 3 3 Inelastic deformations are accepted 13 4 Members 13 4 1 Supplementary web plates 13 4 2 Continuous column in moment connection 4 121 User manual SCS Steel Connection Studio 13 5 Weld Notch amp Stiffeners 13 5 1 Continuity stiffeners on column 13 5 2 Diagonal stiffeners 13 5 3 Intermediate stiffeners on beam 13 5 4 Backing plates 14 Apex end plate AP7 14 1 About AP7 15 Welded end plate WE1 15 1 About WEI 16 Bolted angles column beam QS5 16 1 About QS5 16 2 Connection type 17 Bolted angles beam beam QS6 17 1 About QS6 18 Flexible end plate column beam XL1 18
8. A shear weak ax Bean shea sli Beam shear wk Dear aial Pl BLSh Pt Str_ Sec Str Bear bearing hor Beam bearirg ver Beam berding sli Beam bending wk Deam combined Prm local web shear Web weld comsined Web weld ol Ral tensian i Ratt mombined Nomen cap 7 18 1 About XLI These connections can bear axial and shear forces between beam and column Shear and axial are both transmitted by the flexible plate bolted to primary member column and welded to secondary member beam 18 2 Plate welded to secondary You can choose between two different configurations Flexible end plate welded only on beam web Flexible end plate welded on beam web and beam flanges It should be noted that welding to flanges might increase resistance but might also increase rigidity invalidating pin assumption according to some literature 93 121 SCS Steel Connection Studio Help manual 19 Flexible end plate beam beam XL2 XL2 feXibLe end plate beam beam S Fle Edt Tools Drawng View Examples Help DEH 4a2RBlOSCwBAGARKFA ARO VB General Loads Membes Pate amp Bots Geometry Weld Notch amp Stffeners FleXibLe End Plate Design Beam Beam XL2 This connection is considered s a pin type connection Small Flexible end plate welded to to sec beam bolted to primary or pate on it moments anc adal actions might be possible accouding t3 chosen approach complete all date
9. Bolts Moment Pi Bear Pi Str More Welding Sti _ f ck 21 N mm thk scout 50 mm Bolt shear ok 65 a E E m 2 058E 04 N mm Ci 0 2 Bolt min distances ok wa PI bearing hor ok 18 a Vv a7 85 PI bearing vert ok 5 a Bolt tension ERR 1 23 b Bolt combined ERR 1 02 b Moment cap ERR 1 23 a Beam fl web compr ok 34 a PI shear strong ax ok 6 PI shear weak ax ok 24 a A According to EC extemal distance between bolts should not be larger than beam width Friction ok Conc pressure ERR 1 03 a 21 1 About CB8 This connection can bear any kind of forces and it s the state of the art when column is based on a concrete foundation 21 2 Shear force You can choose the elements that resist shear force among these choices Friction and anchor bolts Shear key and frictions Friction only Shear key only Anchor bolts only 102 121 SCS Steel Connection Studio Help manual 21 3 Base plate calculation method You can choose between two different configurations for connection Eurocode 01 British Code 42 AISC design guides 22 21 4 Top configuration Here you can choose the position of the anchors on the top of the base plate compared to the top flange of the column External anchors Internal anchors Both external and internal anchors 21 5 Bottom configuration Here you can choose the position of the anchors on the bottom
10. Dasmpett S n of washer for each bolt 1 The options in blue can be edited see 6 3 7 General options See 4 1 Basics 7 4 2 Plate material Flate material o 235 fmm oi 360 N mm thk z 40 mm See 7 3 3 Select material Same considerations apply 7 5 Geometry 7 5 1 Bolt options bol columns 1 bolt rows J total bolts 2 plate thk 6 mm a 10 mm Plate standard bolt spacing beam clear fram flanges 10 mm P horiz 54 mm X Bolts are vertic sym in second P vert o4 mm a vert beam top 49 mm a horiz pl 36 mm a vert beam bottom 49 mm a horiz beam 36 mm depth d 108 mm Bolts are vert sym in plate width pl z mm A vert pl top 2 mm a vert pl bottom 27 mm Here you can set up the geometry data in the connection You can choose the number of column and rows of the bolts If the user chooses to apply Plate standard bolt spacing the software set bolt spacing and updates them automatically if the user changes the bolts diameter Unless differently specified in the modules the standard bolt spacing is 3 times the bolt hole diameter for horizontal and vertical spacing between bolts 2 times the bolt hole diameter for horizontal spacing from edges usually plate on one side beam on the other 1 5 times the bolt hole diameter for vertical spacing from applicable borders If the option is unchecked every single value is defined by the user 53 121 SCS
11. SCS Steel Connection Studio Help manual 17 Bolted angles beam beam QS6 17 1 About OS6 The connection is same as QS5 but it s about the connection between beams primary and secondary 956 bolted angle connection beam bean Fle Edit Tools DrawngView Examples Help re a EIFE A BAGAQKSE ARO VB General Bolted angles Beam Beam QS6 This connection is considered zs a pin type connection though limited bending All bolted couble angles nomert can 2e ressted All actions are transmitted by the angles boled brh ta eR a pimay member and secondary member Connection has two bolt groups the tirst one is at the secondary member number 2 is at the main member Standard Language English Calculation update Automatic update Eecentncity calc method Hastic Connection ada Primary boom aia Connection type Coincident Top of Steel Category for shear bearing type Moment calc method EurocoJje BE Speers Amh x shart report Create DXF Bote _ P Bear Soo Bear P Bish See E Sh PLS See Sir mere Bolt group 1 Bolt shear Bolt min distances FI bearing hor 7 Bear beanng hor Pl kea ing wert Ream hearing wert FI b sheer hor 7 Sec bl sh hor Pl bl sh wet 7 Sec bl ah vert FI shear strong a 7 FI bend strong ax F shear weak ax 7 PI bending weak ax a Chec f members clash FI axial 7 FI cumubirren slress Beam shear str Beam bending str
12. of the base plate compared to the bottom flange of the column External anchors Internal anchors Both external and internal anchors 21 6 T stub prying force The user can decide how to consider T stub prying force 1f relevant with the selected standard always never worse condition according to bolt length For base plate connection it s suggested to choose worse or in case according to bolt length or never It s not suggested to choose always 21 7 Plate amp Bolts In this tab the user can choose the characteristics of the concrete foundation and also set the geometrical data of the concrete foundation input detail of concrete base conservative same dimension as base plate V Aconc Abase plate 1 no limits use optimum values V Aconc Abase plate 3 intermediate value between cases Conservative and No limits V Aconc Abase plate 2 103 121 SCS Steel Connection Studio Cone base Input details of concrete base W 600 mm YAconcAplate 1 06 hes mm overarite 4 a O B D667 a5 S00 mm f 30 MPa thkarou 30 mm C E m 3 26846E 04 MPa PE EE e 0 85 21 8 Geometry Here you can choose the stiffeners of the base plate for the strong and weak axis none central stiffeners external stiffeners both central and external stiffeners Example of central stiffeners on the strong side Example
13. stiffener on the back side of the column in the middle of the joint it have the same thickness of the plate supporting stiffener You can also make a notching on the beam flanges and web only on top only on bottom or both notch or make a notching only on the beam flanges on the right on the left or both notch and select length height and radius of the notches General Loads Members Plate amp Bolts Geometry Weld Notch amp Stiffeners __ Fin Plate Design Column Beam This connection is considered as a pin type connection though limited bending Fin plate welded to column bolted to beam moment can be resisted All actions are transmitted by the plate welded to primary member column and bolted to secondary member beam Standard Eurocode v 10 mm at 170 Connection axis Column axis z Language English 7 Eccentricity calc method Elastic X Calculation update Manual update 7 Connection type Fin welded to primary member web z Plate welding to primary Web and top stiffener X Update calcs Clean v True Report CreateDXF Fin plate welded on primary web and stiffener with top notch on secondary member 71 121 SCS Steel Connection Studio Help manual EOE EE E R E E r E General Loads Members Plate amp Bolts Geometry Weld Notch amp Stiffeners Fin Plate Design Column Beam Fin plate welded to column bolted to beam fu 360 MPa Bw 08 throat thk a web B mm t
14. the information button which will open a submenu see image below with other options License information Help Check for updates Eula 18 121 SCS Steel Connection Studio User manual In License Information you can check your license situation or execute tasks like activate a new license with Activation key or transfer a license to another pc See chapter 3 Licensing procedures With Help button you can access the help manual The program automatically performs the search for software updates every two weeks However clicking the Check for updates button you can launch the search for software updates whenever you want an internet connection is required The Eula button will then open the End User License Agreement see par 30 19 121 SCS Steel Connection Studio User manual 5 General layout in modules SCS modules have their working window form built as below Fle Edit Tools Drawing View Examples Help menu bar Dae S BalOS HAO R4 rae OV m button bar General Loads Membes Pate amp Bolts Geometry Weld Notch amp Siffener Fin Plate Column Beam FP1 pame This connection is normaly considered as apin type cornecticn though limited d es Cr Dt on Fin plate welded to column bolted io beam bending moment can be resisted All ections are transmited bythe plate welded to Sa AE TS ae we ae S ee aO primary member column and bolted to secondary member beam complete all date to display rea
15. End User License Agreement is read understood and fully accepted by the user Full acceptance is essential in order to use SCS To read EULA click link in the main form after having clicked 1 first 121 121
16. Loads Members Plate amp Bolts Geometry Weld Notch amp Stiffeners Fin Plate Design Column Beam 5 360 MPa Bwe O Fin plate welded to column bolted to beam throat thk a web 6 mm t web mm If the plate is welded to top and bottom flanges stiffeners those collect shear esa egg aang a ge ae fs tee forces and web collects axial force Weld eccentricity refers to center of weld __ _ amp Mie cl 8 8 t 12 mm at 220 mm withstanding shear r 4 throat thk a fl mm flange mm overwrite d weld ecc mm Weld eccenticiy som geometry d k N web 100 of Nisd fansmitfed from web h Stiffeners on priman member No calculation is made on the stiffeners but stiffeners on the backside will help punching shear resistance not calculated here and verify local shear capacity on the prim member Supporting stiffeners will be used to decrese plate bending Options apply only if plate is welded to column web and the second if plate is set to be bound to stiffeners C Add single stiffener on the back side thk mm Add plate supporting stiffener s dist 220 mm Supporting stiffeners both sides Notch configuration Update calcs Clean False CreateDXF Notch T d bott tch a 140 mm p i eee 0 SumUp Bolts Pl Bear Sec Bear PI B Sh Sec B Sh Pl Str Sec Str More Weld Rot C Different depth for bottom notch h mm 12 Bolt shear ok 92 a Bolt min distances ok E mm Pla
17. Plate N hor sd bolt gr Kini 0 5 V etf Rd Forma Mode 1 Ant 1056 rome Anv 18485 mm Vatt Rdi 499 9 kN Mode 2 Ant 1320 rome Anv 924 mr Y er Rda 345 8 kN Mode 3 nt 1320 rome Anv 924 mm Y ert Rd 345 85 kN Valt Rd H A7 349 8 kA FONA al Waff Ed H AF 0 kN fanmta b Plate block sh N ok 0 7 Block shear block tearing Plate Yvert sd bolt gr Ba Mode 4 Ant 924 porr Anv 1320 rome v oft ida 342 1 kN Mode 5 Ant 924 mr Anv 1320 rome Y oft d 342 1 EN Valt Rd A 342 1 kM formu V eff Ed vt PIT 50 kM formula Plate block sh ok 15 Ant is the net area subjected to tension while Anv is the net area subjected to shear The areas Ant and Anv for the mode 2 amp 3 are reversed compared to the areas of mode 4 amp 5 About kunif value see par 7 5 6 Block shear kunif 1 8 6 Section block shear Same considerations of previous paragraph relative to plate apply The 5 modes are shown in the figure below 65 121 SCS Steel Connection Studio Help manual Block shear block tearing Beam Vverted bolt gr L Mode 4 Ant 191 7 mr Anv 2018 rane Vor Rd4 430 2 EN Mode 5 Ant 191 7 mre Anv 344 35 mone Vett Rd S 167 7 kN v aff Ed v beam 167 7 KN FO E 0 kN FOA Beam block sh ok UO 8 6 1 Splice In the splice connection sp4 files only the 2 modes below are considered for bolt group 1 the one for flanges when checking block shear on the member 8 7 Plat
18. Stiffeners you have to complete the geometric data of the plate supporting stiffeners specifying the thickness and the distances from the center of the fin plate You can also choose to add stiffeners on the opposite side of the column web and or to add a stiffener on the back side of the column in the middle of the joint it have the same thickness of the plate supporting stiffeners You can also make a notching on the beam flanges and web only on top only on bottom or both notch or make a notching only on the beam flanges on the right on the left or both notch and select length height and radius of the notches Fin Plate Design Column Beam This connection is considered as a pin type connection though limited bending Fin plate welded to column bolted to beam moment can be resisted All actions are transmitted by the plate welded to primary member column and bolted to secondary member beam Standard Eurocode X HP 250X85 IPE220 6 M14 cl 6 8 Pl thk Connection axis Column axis Language English X Eccentricity calc method Elastic X Calculation update Manual update z Connection type Fin welded to primary member web 7 Plate welding to primary Web and both stiffeners X Update calcs Clean v True Report CreateDF Fin plate welded on primary web and both stiffeners with no notch on secondary member 72 121 SCS Steel Connection Studio Help manual OUE Ene E E e z 5 General
19. Symbols of forces moments first column N in Eurocode P in AISC is for axial forces Positive force means tension negative means compression V is shear may stands for shear through major axis of the secondary member min through minor axis Mis as above but for bending moment T 1s torsion Design loads factored if required by the chosen standard should be inserted The units are recalled above the table and the user can change these units through the Units buttons in the menu Tools of the toolbar 7 2 1 1 Formulas The load in each cell can be inserted as a formula Example instead of 640 the user can input 320 2 4 10 6 Only the result will be displayed when the user exits the cell but the formula will be kept in memory and saved with the file 47 121 SCS Steel Connection Studio Help manual 7 2 1 2 Secondary member strength reference After the user enters in a cell the symbol a reference to the strength will be displayed Example when in the strong axis moment the elastic and plastic strength reference option will be given The user can choose the reference and then multiply it by the necessary factor Please note that the strength value will be updated if the sec member is changed or the material iS Ed Ed Ed Pla pull tO display the r p fulle content T Ed This can be useful in the following two situations Design must be done for a fixed percentage of t
20. amp Stiffeners you can add a stiffener on the back side of the primary beam and or notch the secondary beam 75 121 SCS Steel Connection Studio Help manual You can choose to add a stiffener on the back side of the primary beam and specify the itchiness of the plate You can make a notching on the secondary beam flanges and web only on top only on bottom or both notch or make a notching only on the secondary beam flanges on the right on the left or both notch and select length height and radius of the notches General Loads Members Plate amp Bolts Geometry Weld Notch amp Stiffeners HEA4300 IPE240 Eurocode 6M16cl 8 8 Pl thk 15mm 5235 Primary beam axis English Automatic update Coincident Top of Steel Web and top flange z Clean z Fin plate welded on primary web and top flange with top notch on secondary beam and bolts group vertical symmetric with secondary beam 10 3 3 Fin plate welded on primary member web and both flanges In this configuration in Weld Notch amp Stiffeners you can add a stiffener on the back side of the primary beam and or notch the secondary beam You can choose to add a stiffener on the back side of the primary beam and specify the itchiness of the plate You can make a notching on the secondary beam flanges and web only on top only on bottom or both notch or make a notching only on the secondary beam flanges on the right on the left or both notch and s
21. beam shear wk y Beam bending wk Bear axial 7 Beam combined Plate buckling 7 Frm local web shear Bolt group 2 Dok shear Bolt min distances 92 121 SCS Steel Connection Studio Help manual 18 Flexible end plate column beam XL1 Fle Edit Tools Drawing View Fearne Help DBAS s eA SC WMA ahl General Loads Membes Pate amp Bots Geonetyy Weld Notch amp siffenes Flexible End Plate Design Column Beam XL1 Meloling befween fin plaie and puman member ee hmm Web weld double fillet tet number Pa a web mm en 0 om Welding the plate to fanges might incease capacity but it will also increase stifness hot suggested by some liensture Weld plateto beam flanges Farge weld single fillet Do not corsider compression for welds overnite E e 10 mm Ho rid anceimm Cann Axis Siferers On pumany member Ho calculation ia made on the sifenca Single stiffener on ihe back side option is ory available when connection is on coluimr weh _ Single stifener onthe back sice Notch configuration Motch No notch Different depth for bottom notch Hange notes Ho flange notch Flexible end plate welded to to secondary beam bolted to primary complete all date to display real drawing Update calcs Symbols SumLp Bolts Prim Eear Bolt shear Bolt min distances P bearing hor Pl bearinc wert Pl bl sh vert PI shear strong ax
22. end plates em3 and wel 27 5 Base plate calculations according to AISC Design Guide 1 27 6 Other FAQ frequently asked questions 28 API 29 Standards and bibliography 30 EULA End User License Agreement 6 121 112 112 112 113 114 114 114 116 116 116 116 116 116 117 117 117 117 117 118 118 119 120 121 SCS Steel Connection Studio User manual 1 Introduction 1 1 Eula It s very important the E U L A End User License Agreement 1s read understood and fully accepted by the user Please read it very carefully at par 30 EULA End User License Agreement Full acceptance is essential in order to use SCS 1 2 General remarks SCS is a software tool to help engineers designing bolted and welded connection It is divided into modules each specific to a particular type of connection General egy N ii Are Wig N Nii P SN T AR MT l l ve Cen iT Not available yet 7 121 SCS Steel Connection Studio User manual 1 3 Demo version With a demo license see previous image the word Demo is visible on the left hand side of the bolt you cannot use the program for commercial purposes save data that 1s files the members you choose can t be deeper than 14 21 361mm or wider than 10 254mm If width or depth are exceeded exceeding value is changed to the maximum allowed value you cannot generate more than 25 reports Besides these
23. limitations the demo version has all the same features of the licensed version 1 4 Language SCS has only one language English for all communications with the user This means that the Help system and all menus and messages for the user are in English Support too is provided in English The option for other languages if licensed is available only for all data related to the report that is for communications to end customer because local regulations might require reports to be in the local language when engineering connection calculations are submitted to National authorities Therefore when the option for other languages is licensed the user can choose a different language and the translations will appear only in the data tab and results tab because those are used to actually write the report In other words a good knowledge of English is required to use SCS as specified also in the EULA 8 121 SCS Steel Connection Studio User manual 2 Installation SCS installs through an exe as standard Windows programs Please contact support scs pe or support steelconnectionstudio com if you experience any problem 9 121 SCS Steel Connection Studio User manual 3 Licensing procedures 3 1 General information Initially SCS will ask for the Serial Number which is stated in the e mail you have received as first We suggest you use the copy and paste feature of Windows to avoid mistakes Then all ac
24. local bending moment on the anchors 7 5 5 Plate buckling length a 1 8 in w La 2 in This value is used as buckling length of the plate SCS calculates it automatically see formula as minimum of distance between bolts and some other data specific to modules The user can overwrite the value with anything else If it s input zero no buckling is considered for the plate 7 5 6 Block shear kunil Checking this option will force kunif value in Eurocode or Ups in AISC to be taken as 1 all cases 55 121 SCS Steel Connection Studio Help manual When there are eccentricities SCS correctly takes this coefficient as 0 5 In some cases though those eccentricities are negligible and using this option the engineer can decide not to consider eccentricity If the option is not checked SCS will calculate automatically which factor should be applied case by case 7 6 Weld notch amp stiffeners 7 6 1 Weld Eurecode example eka 360 N mm Web weld double fillet io filet number P m throat thickness weld length Weld design data can be set up in this area Options are quite self explanatory Weld set up might be required for more welds When the cursor is inside the weld throat textbox a suggested value pops up in the message window giving a Weld possible suggested try value This is given as per 10 par 8 4 1 4 833 multiplying thickness of plate by the multiplier below double fillet weld assumption accordi
25. of external stiffeners on the weak side 104 121 Help manual SCS Steel Connection Studio Help manual Example with both stiffeners on the strong and weak axes 105 121 SCS Steel Connection Studio Help manual 22 General check MEO 22 1 About MEO This module can verify members bolts and welds generally 22 2 General Here the user can choose which kind of elements to verify any combination of members bolts and welds is allowed Member Bolts Welds 22 3 Members You can choose between two different configurations for connection member from database non standard member elastic analysis The database includes a large number of profiles and shapes and the possibility to add profiles by the customer in the toolbar Edit Database Edit Member DB For a Non standard member only strength limit state are considered for member checks for example lateral torsional buckling aren t considered The user has to insert the geometrical data of the member in the table data as a sum of rectangles where for each rectangle you have to fill the row of the table data with x and y coordinates of start point size width of rectangle length of rectangle angle of rectangle in the xy plane General Loads Members Plate amp Bolts Welds Non standard member elastic analysis Only strength limit states are considered for member checks e g lateral torsional buckling
26. reference the menu is Plate bolted to primary member flange Plate bolted to primary member web And the options respectively turn into those schemes Modules beam beam FP2 DS1 QS6 XL2 have the following options available Coincident Axis Coincident Top of Steel 44 121 SCS Steel Connection Studio User manual If FP2 is the module the connection becomes ie is 7 1 8 Category for shear Through this choice the connections can be set to have bolts work in friction 1 bearing type shear by contact 2 slip resistant at serviceability limit state 3 slip resistant at ultimate limit state If the second option is chosen the load table displays a checkbox where to let SCS know which cases should be consider as serviceability limit states 7 1 9 Moment calculation method Eurocode pure Aisc Design Guides Aisc Neutral Ads NOT thru C of Gravity Aisc Neutral Axis thru Center of Gravity Triangular elastic If the module has the bolt group resisting a bending moment primarily EM3 AP7 but also XL1 XL2 QS5 and QS6 might have some moment on bolts see further below for remarks through tension in bolts eccentricity out of bolt group plane this option let the user choose the method to calculate forces on bolts and plates 1 Eurocode BS see 42 in bibliography 2 Eurocode pure see 00 3 AISC Design Guides see 23 24 25 4 AISC neutral axis not through
27. secondary member according to connection axis location see par 7 1 5 Eccentricity calculation mothed Sign convention if connection axis is on the left of the critical section the eccentricity is negative that is a positive downward shear will increase negative moment and decrease positive moment It s the opposite situation if connection axis is on the right of the critical section For the plate eccentricity two critical sections are considered 1 the section near the primary member usually where plate 1s welded to primary member 2 the section at the centerline of bolts The maximum eccentricity in absolute value is the one chosen 54 121 SCS Steel Connection Studio Help manual With the checkboxes on the left it s possible to overwrite any value to calculate the connection as per user s engineering judgment 7 5 4 1 Bolt group eccentricity In modules like em3 ap7 xl1 and x12 bolt group eccentricity refers to perpendicular eccentricity and this is shown by symbol bot gr ecc In other word the perpendicular eccentricity is the distance from the axis to the plane where bolts are while normal eccentricty as used in FP1 and other modules is the distance in the plane of bolts between axis and bolt group center of gravity perpendicular eccentricity In module cb8 base plate the bolt group eccentricity 1s referred to the eccentricity to the single anchor bolts that will generate with shear a
28. she considers the connection as ok or not design needs to be changed ERROR messages symbol This kind of message is a SERIOUS ERROR invalidating calculation hypotheses therefore it should not be overlooked and any connections showing this kind of message should not be considered as ok 5 3 Your comment window The user can write comments in this area Data will be saved with the file and re displayed when loading a file The color of the text can be customized through the General option button menu Your comments will also be written in the report 5 4 Graphic window Graphic window show the connection in two different views front and top view or lateral view according to the module and reports the main geometric data To display the drawing the user have to complete all data in Members Plate amp Bolts and Geometry With the Drop down menu below the window the user can choose some different types of information to be displayed on the graph the symbols used when entering data of the geometry the dimensions the governing limit state that is most cumbersome limit state for the connection the one in facts governing the design If the user change some geometrical data of the connection the changes show up in the graphic window in real time When geometrical data entry is not complete the display shows a dummy connection with hypothetical data to help the user input values and understand geometry even though data ar
29. sizes and bolt classes used in the calculations Edit Member DB Edit Material DE Edit Bolt Size DB Edit Bolt Class DB See also par 23 Database editing 6 2 4 Cut Also available from the button bar clicking This button is to cut data into clipboard Short cut key ctrl X 6 2 5 Copy Also available from the button bar clicking 23 This button is to copy data to clipboard Short cut key ctrl C 6 2 6 Paste Also available from the button bar clicking This button 1s to paste data from clipboard Short cut key ctrl V It can be noted that pasting into multiple cells like in the load data table is possible for example copying data from an Excel file or similar 6 2 7 Increase drawing text size Also available from the button bar clicking 44 This button is to increase the text size of the text in the drawing sketch graphic window 27 121 SCS Steel Connection Studio User manual 6 2 8 Decrease drawing text size Also available from the button bar clicking As This button is to decrease the text size of the text in the drawing sketch graphic window 6 3 Tools menu The Tools menu allows to access the following commands General Options Member filter Units General Units Forrm 28 121 SCS Steel Connection Studio User manual 6 3 1 General options Also available from the button bar clicking Bs The submenu Options let the user manage a broad range of settings as for exam
30. to display real drawing Standard Language English Calculation update Automatic update Eccentizty cale method Elastic Connection axis Nain beam plate contaci point Connection type Coincident Top of Steel Category for shear beanng type Moment cale method Eurocode BS lt ymbols j Short report Sumkp Bolts Fl Str Sec Str Flata welcing ta secordane Weh aonb Bolt shear Sec plate bolted to Frimary web Bolt min distances P bearing hor 7 Bear beanng hor PI Fearing vert 7 Beam beanrg wer PL bl sh vert PI shear strong ax H shear weak ax L 0 1964in interference adjust ceomeiry Chee it members clash Bean shea sl sie Beam berniny slr Beam shear wk 7 Beam bending wk Dear mial Sf Deam combined Prm local web shear Web weld comsined Web weld ol Rak tensian oy Ratt eambinedd Moment cap 19 1 About XL2 This module is similar to XL1 but it deals with a beam beam connection 94 121 SCS Steel Connection Studio Help manual 19 2 Secondary plate bolted to You can choose between two different configurations Flexible end plate bolted to primary member web Flexible end plate bolted to a plate welded to the primary member flanges 95 121 SCS Steel Connection Studio Help manual 20 Brace bolted to a plate welded to support BRQ Fle Fdt Tonk Prawng View Feamples Help FAZ kaaa GAA al General Loads Membes Pate amp B
31. web mm HEA300 IPE240 m ey ee M16 cl 8 8 PI Pk 1 i If the plate is welded to top and bottom flanges stiffeners those collect shear forces and web collects axial force Weld eccentricity refers to center of weld withstanding shear a_i J throat thk a fl men flange mm overanite d weld ecc mm Weld eccenticiy fom geometry d k N web 100 of Ned transmitted from web h Stifeners on priman member No calculation is made on the stiffeners but stiffeners on the backside will help punching shear resistance not calculated here and verify local shear capacity on the prim member Supporting stiffeners will be used to decrese plate bending Options apply only if plate is welded to column web and the second if plate is set to be bound to stiffeners C Add single stiffener on the back side thk V2 mm Add plate supporting stiffener s dist 190 mm l Supporting stiffeners both sides Notch configuration Update calcs Clean False CreateDXF Notch T tch X lz 140 mm So oe nila pz SumUp Bolts PI Bear Sec Bear PI B Sh Sec BLSh PI Str Sec Str More Weld Rot E Different depth for bottom natch h mm m 15 am Bolt shear ok 92 a J Bolt min distances ok Fin plate welded on primary web and stiffener with top notch on secondary member 9 3 3 Fin plate welded on primary member web and both stiffeners In this configuration in Weld Notch amp
32. 1 About XLI 18 2 Plate welded to secondary 19 Flexible end plate beam beam XL2 19 1 About XL2 19 2 Secondary plate bolted to 20 Brace bolted to a plate welded to support BR9 20 1 About BRI 20 2 Plate shape 20 3 Plate welding to primary 20 4 Lug angle 20 5 Force distribution method Uniform force method UFM KISS method 20 6 Members 20 6 1 Secondary member 21 Column base plate and anchors CB8 21 1 About CB8 21 2 Shear force 21 3 Base plate calculation method 21 4 Top configuration 21 5 Bottom configuration 21 6 T stub prying force 21 7 Plate amp Bolts 21 8 Geometry 22 General check MEO 22 1 About MEO 22 2 General 22 3 Members 22 4 Bolts 22 5 Welds 23 Database editing 23 1 Input for bolt size db Agr and Ares 23 2 How to control visibility 23 3 Automatic import 5 121 User manual 109 109 110 111 SCS Steel Connection Studio User manual 24 Reports 24 1 Calculation report 24 2 T stub report 25 Request support 26 Validation 26 1 General 26 2 Section property validation 27 Technical issues 27 1 Moment connections formula to find Yc in column when only 2 bolts are present without transverse stiffener 27 2 Instantaneous center of rotation method with no vertical shear 27 3 SNiP notes 27 3 1 Block shear and long joints 27 3 2 Compression and buckling 27 3 3 Bolt bearing and minimum distances 27 3 4 Gamma coefficients 27 3 5 Weld check 27 4 Double sided connections 27 4 1 Moment
33. CS APIs is mySCS Add as a reference SCS exe in the installation folder Note It might be necessary to set x86 as target architecture in Visual Studio to make SCS API work 119 121 SCS Steel Connection Studio Help manual 29 Standards and bibliography 00 EN 1993 1 8 2005 DESIGN OF STEEL STRUCTURES DESIGN OF JOINTS CEN 01 EN 1993 1 1 2001 DESIGN OF STEEL STRUCTURES GENERAL STRUCTURAL RULES CEN 02 EN 1992 1 1 2005 DESIGN OF CONCRETE STRUCTURES GENERAL RULES AND RULES FOR BUILDING CEN 03 EUROPEAN RECOMMENDATIONS FOR THE DESIGN OF SIMPLE JOINTS IN STEEL STRUCTURES JASPART J P DEMONCEAU J F RENKIN S GUILLAUME M L ECCS TECHNICAL COMMITTEE STRUTURAL CONNECTIONS ECCS GUIDE N 126 PORTUGAL 2009 04 COLUMN BASE IN STEEL BUILDING FRAMES F WALD AND OTHERS WEYNAND 1999 10 DIN 18800 1 2008 STEEL STRUCTURES DESIGN AND CONSTRUCTION 11 DIN 18800 2 2008 STABILITY BUCKLING OF BARS AND SKELETAL STRUCTURES 12 DIN 18800 7 2008 STEEL STRUCTURES EXECUTION AND CONSTRUCTOR S QUALIFICATION 20 AISC 360 10 2010 SPECIFICATIONS FOR STRUCTURAL STEEL BUILDING 21 AISC DESIGN GUIDE 1ST ED DEWOLF J T BICKER D T COLUMN BASE PLATES USA 2003 22 AISC DESIGN GUIDE 2ND ED FISHER J M KLOIBER L A BASE PLATE AND ANCHOR ROD DESIGN USA 2010 23 AISC DESIGN GUIDE 4 2ND ED MURRAY T M SUMNER E A EXTENDED END PLATE MOMENT CONNECTIONS SEISMIC AND WIND A
34. Ed bolt ar 2 kNm fanaa Bu 0 971 formulls FyRdtbor 94 08 kN SE e tg 34 00 Ey Rd Belk ares 138 kN formua It is possible to see only one formula at a time In SCS there are some references to formulas with an asterisk example 31 this meaning that the formula is not in standard in that form but it is derived by modifying in some way the original formula present in the standard 31 8 1 2 Case selection Where the bolt groups are more than one with bolt group button you can change the bolt group and visualize the numerical values of the checks related to the selected bolt group For example in the splice connection the bolt group 1 refer to the bolts on flanges while bolt group 2 refers to the bolts on the web With case button you can change the load case and visualize the numerical values of the tests related to the selected load case Bolt Group 2 59 121 SCS Steel Connection Studio Help manual 8 2 Sum up Here are displayed the results of checks performed by SCS Check by check the maximum exploitation rate is shown In the parentheses following the percentage the case giving the reported exploitation again the worst one is indicated Bolt shear ok bbs d Bolt min distances ok Pl bearing hor ok 432 d Beam bearing hor ok raz d Pl bearing wert ok 28 d Beam bearing wert ok 34 d FI bl shear hor ok 9 b Sec bl sh hor ok 1278 b Fl bl sh wert ok 15
35. Help manual General Loads Members Plate amp Bolts Geometry HEA240 HEA240 Member gap 1 5mm e Both external and internal plates on flanges 5235 Pl thk 10mm M20 cl 8 8 NO plate on web Eurocode i English z Automatic update z 80 121 SCS Steel Connection Studio Help manual 13 End plate column beam EM3 13 1 About EM3 This connection can bear any kind of forces and it s the state of the art when column beam connection on main column axis must transmit consistent bending moment 13 2 Top bottom configuration You can choose among many different configurations for the top of the connection flush extended one row no stiffener extended one row with stiffener extended two rows with stiffener flush haunch extended haunch no stiffener extended haunch with stiffener General Loads Members Plate amp Bolts Geometry Weld Notch amp Stiffeners This connection can bear any kind of forces and it s the state of the art when column beam connection on main column axis must transmit consistent bending moment Standard Connection axis Language Eccentricity calc method Calculation update Category for shear Bolt traction calc method Top configuration Eurocode Column axis English Elastic Automatic update bearing type Aisc Neutral Axis thru Center of Gravity Flush haunch DE End plate Column Beam Bolt
36. L2 F Custom L3 Shape U U UPN F ISJC ISLC ISM WAP UPE Custom U 1 wv E MC E Custom U 2 F JS GB C YB C F Custom U 3 F PFC UAP UPE Shape Re HS5 RHS SHS RHS SHS metric Custom RHSVSH W Custom RHS SH Custom RHS SH Shape FI Imperial bars Fl PI Custom FI 1 E Custom Pl 2 E Custom Pl 3 Shape Ro HS5 Round PI Pipe metric Custom Pipe 1 E Custom Pipe 2 Custom Pipe 3 Dont save and Close 101 121 SCS Steel Connection Studio Help manual 21 Column base plate and anchors CB8 File Edit Tools DrawingView Examples Help D EHS 4aBl SOer BAG6AR t ddl 0l General Loads Members Plate amp Bots Geometry Weld Notch amp Stifeners Column base plate and anchors CB8 Base plate welded to primary anchor bolted to concrete Bolt size M27 Class 68 X HEA400 5275 Concrete fck 21N mm2 Sos d 27 mm fe 480 N mm 6 M27 30mm cl 6 8 L 700mm Base Plate 630x520x30mm 275 Don 700 mm f eF 600 N mm overwrite a 05 do 30 mm sonar E Kepear 100 A 573 mm Kiension 100 As 459 mm Conn type threads in shear plane X Shear planes 1 Shear cross section per bolt 459 mm Plate material 5275 z fp 265 N mm fup 410 N mm thk lt 40 mm Conc base Conservative same as base plz we mm Update calcs Symbols x Report Short report CreateDXF l WAconc Aplate 1 he mm alos B 0667 s us SumUp
37. PPLICATIONS AMERICAN NSTITUTE OF STEEL CONSTRUCTION USA 2003 24 AISC DESIGN GUIDE 13 CARTER C J STIFFENING OF WIDE FLANGE COLUMNS AT MOMENT CONNECTIONS USA 1999 25 AISC DESIGN GUIDE 16 MURRAY T M SHOEMAKER W L FLUSH AND EXTENDED MULTIPLE ROW MOMENT END PLATE CONNECTIONS USA 2002 26 AISC STEEL CONSTRUCTION MANUAL 14TH ED 27 RCSC SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS RCSC COMMITTEE A RESEARCH COUNCIL ON STRUCTURAL CONNECTIONS USA 2009 30 NTC 2008 NORME TECNICHE PER LE COSTRUZIONI D M 14 GENNAIO 2008 40 BRITISH STANDARD BS 5950 1 2000 STRUCTURAL USE OF STEELWORK IN BUILDING PART CODE OF PRACTICE FOR DESIGN ROLLED AND WELDED SECTIONS BSI 2000 41 JOINTS IN STEEL CONSTRUCTIONS SIMPLE CONNECTIONS SCI AND BCSA 2002 42 JOINTS IN STEEL CONSTRUCTIONS MOMENT CONNECTIONS SCI AND BCSA 1995 60 IS800 2007 GENERAL CONSTRUCTION IN STEEL CODE OF PRACTICE BUREAU OF INDIAN STANDARDS 70 SNIP I 23 81 CONSTRUCTION NORMS ADN RULES DESIGN NORMS STEEL STRUCTURES STATE CONSTRUCTION COMMITTEE OF THE USSR GOSSTROY OF THE USSR Moscow 1981 80 CSA S16 09 DESIGN OF STEEL STRUCTURES CANADIAN STANDARDS ASSOCIATION CANADA 2009 81 HANDBOOK OF STEEL CONSTRUCTION 10 EDITION CANADIAN INSTITUTE OF STEEL CONSTRUCTION CANADA 2010 120 121 SCS Steel Connection Studio Help manual 30 EULA End User License Agreement It s very important the E U L A
38. SCS Steel Connection Studio Help manual 26 Validation 26 1 General Several validation examples are in the folder Validation under Installation directory DB Validation This folder can be opened directly clicking Open Validation files 26 2 Section property validation Calculated values are compared to values by Sap2000 CSI Berkeley SCS geometry input Sap geometry input Secondary Member IPE450 hi Depth 400 0 mm EE h 450 0 mm i i 13 b 190 0 mm A aweb same as sec t 146 mm tt haunch 20 0 mm Jee 34 mm t ow haunch 10 0 mm 0 0 mm Comparison of results 114 121 SCS Steel Connection Studio 17103 5 7892 8 156328098 20 1826925 r strong 302 3 r weak 40 6 Wel 5 strong 34445506 Wel 5 weak 296659 9 Wol Z strong 4337524 4 Wool Z weak 462825 5 Close gross A gross shear strong weak Difference on results is lt 0 1 IPE450 Haunch depth 400 mm web thk 10 flange 190 x 20 mm Cross section axial area Moment of Inertia about 3 axis l Help manual 17103 52 1 563 09 Moment of Inertia about 2 axis 20 82652 Radius of Gyration about 3 axis Se 3262 Radius of Gyration about 2 axis 40 5325 Section modulus about 3 axis Section modulus about 2 axis Plastic modulus about 3 axis Plastic modulus about 2 axis 115 121 3444551 29665992 4337524 4628255 SCS Steel Connection Studio Help manual
39. Sh Sec BI Sh PI Str Sec Str More Weld Rot Nofeh configuration Notch Top notch I 135 mm Bolt shear ok 89 a 30 Bolt min distances ok Different depth for bottom natch h mp Plate bearing hor ok 38 a Sec bearing hor ok 82 a fa iE Pl bearing vert ok 35 a Sec bearing vert ok 68 a PI bl shear hor ok 32 al Sec bl sh hor ok 68 al Fin plate welded only on primary web with stiffener on the back of primary beam and top notch on secondary beam General Loads Members Plate amp Bolts Geometry Weld Notch amp Stiffeners Fin Plate Design z Beam Beam This connection is considered as a pin type connection though limited bending Fin plate welded to main bolted to secondary beam moment can be resisted All actions are transmitted by the plate welded to primary member column and bolted to secondary member beam SCS HEA4300 IPE240 Standard Eurocode z 4 M20 cl 8 8 PI hk 15mm 5235 Connection axis Primary beam axis z Language English z Eccentricity calc method Elastic v Calculation update Automatic update Connection type Coincident Top of Steel ane L Aa Plate welding to primary Only we F Update calcs Clean X False Report CreateDXF Fin plate welded only on primary web with bolts group vertical symmetric with primary beam 10 3 2F in plate welded on primary member web and top flange In this configuration in Weld Notch
40. Steel Connection Studio Help manual Note that if bolt columns are 1 same thing would happen if rows is 1 as in the figure above the horizontal spacing is grayed because it s actually unnecessary there are not consecutive bolts so there s no distance to be defined With Bolts are vertical sym in plate unchecked the user can set the vertical position of bolts from the top and bottom edges of the plate If it s checked SCS will automatically take care of distances considering the connection symmetric Same considerations apply to Bolts are Bolts are vertical sym in secondary You can see the graphical representation of the input data in the Graphic window if you select symbols in the drop down menu above the Results space 7 5 2 Plate options The user can define the thickness depth and width of the plate Through the position of the bolts seen in previous paragraph the user can set the vertical position of plate from the secondary member top of steel 7 5 3 Beam clearance YEO CELT Tp m ae A E E E E S E ae p CIFP eam 7 l The distance between the primary member and secondary member of the connection can be specified through cl beam See figure for graphical representation of beam clearance from flanges 7 5 4 Eccentricity of bolt group plate and secondary member overwrite C bolt gr ecc 18 in E pl ecc 1 8 in F sec ecc 3 2 in SCS assigns eccentricity to bolt group s plate s weld s and
41. XF Edit Bolt Class DB Undo Ctri e Redo Ctri Cut Ctrl Lopy Ctrl C Paste Ctri fix OG a Increase drawing text size Ga Decrease drawing text size 6 2 1 Undo Also available from the button bar clicking This button 1s to go back step by step and cancel any input It s not possible to go back more than 25 input Data like general options units are also not included in the memorized input that can be restored Short cut key ctrl Z The undo button might not change back all data if any input causes change in other related fields As an example let s consider that in the following situation the option Plate standard bolt spacing is checked Checking this option will make the data below automatically complete If the Undo button is now clicked the Plate standard bolt spacing is unchecked and the data below made editable but see below the values are not set back to empty values are they were before 26 121 SCS Steel Connection Studio User manual 6 2 2 Redo Also available from the button bar clicking If Undo button has been used prior to make further changes it s possible to move forward again and re input data Short cut key ctrl Y 6 2 3 Edit Database Also available from the button bar clicking This button is to edit database of SCS Here the user could see modify the existing data or add new data in database of members materials bolt
42. ations very high eccentricity Some modules EM3 AP7 CB8 but also XL1 XL2 where emphasis is on bending moment eccentricity is outside the bolt plane apply automatically the Elastic option and this can t be changed Eecentricity calc method Hastic 7 1 6 Connection axis The position of the connection axis is an advanced feature of SCS to calculate different eccentricities for the parts composing the connection Positioning the vertical axis of the connection differently changes eccentricities of the secondary member the primary member this is actually not dealt with in SCS right now since there s no global verification of the primary member only local checks bolt groups welds plates The connection axis is showed in the sketch by means of a dash dot cyan line See some example positions below from FP1 Connection ads Column axis ki Connection ads Column plate contact point ka 43 121 SCS Steel Connection Studio User manual Connection axis Bol group axis ka In addition to the standard positions offered by the selection box they might change according to modules the position of the blue axis can be overwritten using the dedicated command overwrite check box overwrite g bolt gr ecc 165 7 1 7 Connection type The modules with a column as primary member essentially FP1 QS5 XL1 BR9 let the user choose between a connection to the column flange or column web If XL1 is taken as a
43. be noted that the visibility filter only applies if the following checkbox is ticked in General options 110 121 SCS Steel Connection Studio Help manual ilL Fa ar 3 J patesuse Net area ingead of Cares CONNECT EC CIN NTC IS SNIP React Wed note about huw Acagi lor Compr drench in members and thaat ar eg in skates erball diameler 1 C plateeues Net area ineead of Groes EC CIN NTC 15 E Dont show message after iad wedth diam 16 files are saved ht wee fek Use Evalue by Standard over E Hide teged range values in dut wdht diam 1 6 Fj defined by maiesial a Use RCSC specs lo evdluale friction 7 Show file name in s lt etch AISC LAFO I ermulse rapot Small Defomiation at belt hole at service Report into Microsot WERI load isa design cansidration ASE equations too In M5 style Office 2007 or later aut slandad AISC LAC Show ONLY visible rewurds of Material tabe Bolt Size table and Colar Jl Language English Bullass laale aad Ase version 7th ed Your Comm Ti Secon F Save ard Dont save 23 3 Automatic import Please notice that if you load a file that has a custom database section that is not inside your database for example a file saved by another user that created a custom section SCS will automatically import the new property inside the database 111 121 SCS Steel Connection Studio Help manual 24 Reports 24 1 Calculation report You can gen
44. bined with a B 0 7 should provide a quite conservative check If this is not accurate enough or it doesn t verify the joint the user should check welds applying values as per SNiP tables just mentioned 27 4 Double sided connections 27 4 1Moment end plates em3 and wel SCS doesn t allow to choose a double sided connection in modules em3 and wel because it would create some unnecessary complexity in calcs In facts a double sided moment connection with the beams from opposite sides having tension on the same say top flange and compression on the bottom flange it s beneficial for the column web panel shear and it doesn t influence other limit states therefore it s conservative to design for one sided connection only It would be unconservative it can happen for wind moment frames for the web panel shear to have the beam on one side with tension on top flange and the one on the other side with compression on the top flange because this would add up to web panel shear If moment have the same value on the opposite sides the web panel shear force would be double the value of the one sided connection 117 121 SCS Steel Connection Studio Help manual Therefore in the situation of moments acting as described above lateral loads prevailing over gravity loads the user would have to consider an increased web panel shear double the reported utility ratio for the single sided if moments have same value In all the other situations it
45. bolt group near the primary member salt columns 1 bolt rows 2 3 total bolts 2 ox 13 a width angeln Pyer 2 y m PI bearing hor PI bearing wert FI b sheer hor FI bl sh vert ox 10 b ak 0 a ox 14 b ak 0 a Bear bearing hor Beam bearirg ver Sec bl sh hor Sec bl sh vert ak 23 ib ok 0 a ak 28 tb ok 0 fa a hor pane 0 03 m a hor prim 10372 O hoty err DO m SofGeupCanfer deisnce fem Conn Axe Pl shear strong ae ik M fr A shear weak ax ak 0 fa Pl axial ox 16 fa Beam shear str ak 0 a Esam ehear wk ak 0 a Bear adal ak 5 a PI hend strong aw Pl bending weak ax PI combinec stress Beam bending str Esam bending wk Beam combined nk M s fa ok 0 a ok 16 fa ok O fa ok D s fs ok 5 fa Plate buckling ak 0 a Frm local web shear ok 0 a Bolt group 2 Bolt shear Bok min distances 16 1 About OS5 This connection is also known as cleats These connections can bear axial and shear forces between beam and column Shear and axial are both transmitted by the angles bolted to primary member column and bolted to secondary member web beam It s not possible yet to design the connection with only one angle on one side 90 121 Help manual SCS Steel Connection Studio 16 2 Connection type ee eee ree TER L 91 121
46. by the plate welded to primary member column and bolted to secondary member beam HE4200 IPE3S30 6 M16 cl 8 8 Pl thk 15mm 5235 Standard Eurocode z Connection axis Column axis ft a vert pl top ral oriz pl Language English X Eccentricity calc method Elastic ki Calculation update Automatic update 7 Connection type Fin welded to primary member web z Plate welding to primary Only web z 9 3 Plate welding to primary If the connection type is fin plate welded to primary member web then you could choose among three different type of weld fin plate welded only on primary member web fin plate welded on primary member web and top stiffener fin plate welded on primary member web and top and bottom stiffeners If the connection type is fin plate welded to primary member flange only fin plate welded only on primary member web flange in this case is allow 9 3 1 Fin plate welded only on primary member web In this configuration in Weld Notch amp Stiffeners you can add a stiffener on the back side of the column and or notch the beam You can choose to add a stiffener on the back side of the column and select the thickness of the plate You can also make a notching on the beam flanges and web only on top only on bottom or both notch or make a notching only on the beam flanges on the right on the left or both notch and select length height and radius of the notches 69 121 SCS Steel Conne
47. censing information open the Eula or access the help system To reposition the window in the desktop the user can click anywhere in the gray area and drag the window to the desired location see example below General check a a a click and drag anywhere in the gray areas delimited by red brown rectangles to move the window to a different location 15 121 SCS Steel Connection Studio User manual It should be noted that the words SCS and STEEL CONNECTION STUDIO are actually transparent and clicking on them would make active any other program that is actually below the SCS window in the desktop therefore causing SCS to go behind other programs active on the desktop if this happens SCS can be found from the task bar or minimizing those other active programs General check 1 Py ey a i ae wt ch is ae 16 121 SCS Steel Connection Studio User manual 4 2 Buttons to open single modules The available modules are see following picture for clear reference FP fin plate design between column and beam pink button 2nd row Ist column FP2 fin plate design between two beams khaki button 2nd row 2nd column EM3 moment end plate column beam design light cyan button 3rd row 3rd column SP4 splice design beam beam or column column gold button 4th row 1st column QS5 bolted angles beam column design linen butt
48. center of gravity and through c of g see chapter 7 of 26 5 Triangular elastic this method takes the center of compression at the compressed flange then calculates bolt tension linearly creating a triangular distribution where maximum tension action is in the bolt row more distant from compression center Pure tension action coming from positive N not from bending moment is distributed among all bolts not only to bolts in tension because of bending moment Pure compression is not distributed to bolts The most sophisticated and advanced methods therefore suggested to be used are supposed to be the first three EC and AISC D G The menu doesn t include the third option AISC Design Guides see figure below in modules like XL1 XL2 QS5 and QS6 because this method is not applicable in those modules 45 121 SCS Steel Connection Studio Help manual Eurocode BS Eurocode pure Aisc Neutral Ads NOT thru C of Gravity Aisc Neutral Axis thru Center of Gravity Triangular elastic The program doesn t block the user use to use for example Eurocode as standard but a method by AISC to calculate moment forces even though this 1s probably not suggested As per the EULA the user is supposed to take all kinds of engineering decisions 7 1 10Double sided connection Depending on the joint configuration the following option might display Double sided connection No It this option is set to yes some local limit states check
49. code Show ONLY visible records of Default Lenguage English 7 Material table BoltSize tabe and Boltllass table Aisc version 14th erd o Turn off Internet floating license Humber of load cases 10 only takes effect if Internet floating tense is owned are and Don t seve Close and Close All options are supposed to be self explanatory but a few comments are probably needed 1 E Young Elastic modulus for calculations is taken as the one defined for material see image below The user could choose to overwrite E value of material using what s defined in the standard regardless of what is defined in the database of the material Default values in standards Eurocode NTC 2008 Italy Din1 8800 210000 MPa 30458 ksi Aisc LRFD 29000 ksi 199948 MPa 2 the Reset button applies only to what encircled 3 the Reset button applies only to what encircled 29 121 SCS Steel Connection Studio User manual 4 if this option is not checked the visible filter related to Material Class and Bolt databases is actually not applied in the selection boxes that is everything is visible Example with the Class database let s consider a database with the following visible data Database Gy Save DataBase das fbk N mm afaaDin alfavE l A325 8774 055 O5 s ws 90 100 os o5 ee se ii ata a a Fh 2 rr E Fl 1 If the General Option checkbox is unchecked when
50. ction Studio Help manual General Loads Members Plate amp Bolts Geometry Weld Notch amp Stifeners Eurocode Fin welded to primary member web Ta Fin plate welded on primary web General Loads Members Plate t Bots Geomety Weld Notch amp Stifener double fillet weld Es HEA300 IPE240 SumUp Anits Pl Rear Sere Rear PI RISh Ser RISh PI Str Ser Str Mare Weld Rot Fin plate welded on primary web with single stiffener on the back side 70 121 SCS Steel Connection Studio Help manual General Loads Members Plate amp Bolts Geometry Weld Notch amp Stiffeners Fin Plate Design Column Beam 3 A fu 360 MPa E Bw 08 SCS OE ZOO throat thk a web 6 mm t web mm T 6 M20 cl 8 8 PEEhk 15mm 5235 SUES If the plate is welded to top and bottom flanges stiffeners those collect shear forces and web collects axial force Weld eccentricity refers to center of weld withstanding shear Fin plate welded to column bolted to beam throat thk a fl mm t flange mm overanite d weld ecc mm Weld eccenticiy fom geometry d k N web 100 of Ned fansmitfed from web f Stifeners on piman member ll No calculation is made on the stiffeners but stiffeners on the backside will help punching shear resistance not calculated here and verify local shear capacity on the prim member Supporting stiffeners will be used to decrese plate ben
51. ction box or a round rectangular hollow section Ro o Re in the selection Primary Member h mm b mm i te mm Ro eS mm You can choose between two connection types for I H shaped primary members fin plate welded to primary member web of fin plate welded to primary member flange 68 121 SCS Steel Connection Studio Help manual General Loads Members Plate amp Bolts Geometry Weld Notch amp Stiffeners Fin Plate Design Column Beam This connection is considered as a pin type connection though limited bending Fin plate welded to column bolted to beam moment can be resisted All actions are transmitted by the plate welded to primary member column and bolted to secondary member beam fgg nnn nnn een e eee HE4200 IPE330 6 M16 cl 8 8 Pl thk 15mm 5235 Standard Eurocode X Connection axis Column axis Javert pl top oriz pl Language English X Eccentricity calc method Elastic X Calculation update Automatic update z Connection type Fin welded to primary member flange Plate welding to primary Only web z Update calcs Symbols gt False Report CreateDXF a P General Loads Members Plate amp Bolts Geometry Weld Notch amp Stiffeners Fin Plate Design Column Beam This connection is considered as a pin type connection though limited bending Fin plate welded to column bolted to beam moment can be resisted All actions are transmitted
52. d and consistent Currently only the following modules operate with Tekla Structures fp1 fp2 x11 x12 qs5 qs6 6 6 Examples menu Each module has a different number of examples usually around 6 that can be readily opened from this menu 39 121 SCS Steel Connection Studio User manual Examples Example 1 Example 2 Example 3 Example 4 Example 5 Example 6 It s suggested to closely inspect all examples module by module because examples can show all the features that can be input and calculated by SCS Only in the demo version examples can be accessed by the button p gt 6 7 Help menu 6 7 1 Contents Also available from the button bar clicking This button will connect the user to the Help manual Short cut key ctrl F1 6 7 2 About SCS version is displayed when clicking this button a SCSMessageBox Version 15 00 01 02 40 121 SCS Steel Connection Studio User manual 6 7 3 Send request information D DB W D Clear attachment list Name Mail Request Information 0 Attach full license information Click here to send technical requests to our support team The form 1s self explanatory 41 121 SCS Steel Connection Studio User manual 7 Data tab 7 1 General 7 1 1 Initial description This connection is considered as a pin type connection though limited bending moment can be resisted All actions are transmitted by the angles bolted both to primary m
53. date j Automatic update m The user can choose between two type of calculation update automatic or manual If the user chooses automatic it s default and it s suggested the program will update calculation and results every time data are changed in the model This can be greatly helpful in understanding the connection in real time and apply the specific corrections Otherwise if the manual update option is on the user must click the Update calcs button to have a result update If the number of columns or rows of bolts in the connection is more than 10 the program automatically switches from automatic calculation to manual calculation because the eccentricity 42 121 SCS Steel Connection Studio User manual calculation could be burdensome therefore the update could take some seconds if the chosen option 1s Instantaneous center of rotation 7 1 5 Eccentricity calculation method Instanteneous center of rotation This eccentricity refers to a force applied in the plane of the bolts but not acting through the bolt group center of gravity Two eccentricity calculating methods can be chosen for a complete description see chapter 7 of 26 in chapter Standards and bibliography in most modules According to 26 the Instantaneous center of rotation method is more accurate It requires though an iterative procedure and its calculation can be cumbersome for the computer if there are many bolts over 10 rows and in special configur
54. diate stiffeners on beam The intermediate stiffener on the beam have a length equal to half the width of the column and a depth equal to the distance between the edge of the plate and the web of the beam 85 121 SCS Steel Connection Studio Help manual column Cc O N 2 D gt 13 5 4Backing plates Backing plates can be applied to colum It s possible to decide how many bolts to support by the backing plate Top and bottom backing plates can be different 86 121 SCS Steel Connection Studio Help manual 14 Apex end plate AP7 Fle Edit Tools Drawing View Examples Help ORO SABA OSA RE Oda 0A a HEB340 H2B340 5275 B M27 30mm cl 8 8 End Plate 2 87 121 SCS Steel Connection Studio Help manual 14 1 About AP7 The module is similar to EM3 but is about an apex connection between beams of the same size This connection can bear any kind of forces and it s the state of the art when beam beam connection on main beam axis must transmit consistent bending moment 88 121 SCS Steel Connection Studio Help manual 15 Welded end plate WE1 15 1 About WEI This module is like EM3 but the beam is directly welded over the column flange Fle kdt loos DUrawngVew Examples Help D EHZ aAA MAGA S dd 0A a General Loads Members Weld Notch amp Sifteners Welded end plate Column Beam WE This connection can bear any kind of forces Welded e
55. ding Options apply only if plate is welded to column web and the second if plate is set to be bound to stiffeners Add single stiffener on the back side thks mom Add plate supporting stiffener s dist mm Supporting stiffeners both sides Notch configuration Update calcs Clean False CreateDXF tch l mm MERE SumUp Bolts PI Bear Sec Bear PI B Sh Sec BI Sh PI Str Sec Str More Weld Rot Different depth for bottom notch h UA re zE Bolt shear ok 56 a Bolt min distances ok F 2 150 Plate bearing hor ok 30 a Sec bearing hor ok 50 a Flange notch Two side natch mm Pl bearing vert ok 28 a Sec bearing vert ok 31 a h O mm PI bl shear hor ok 26 a Sec bl sh hor ok 36 a 45 PI bl sh wert ok 27 a Sec bl sh vert ok 18 a min PI bl sh vert ok 0 a Sec bl sh vert ok 0 a lt gt PI bend strong ax ok 46 a PI shear strong ax ok 41 a Fin plate welded on primary web with stiffener on column and notch on beam flanges 9 3 2 Fin plate welded on primary member web and top stiffener In this configuration in Weld Notch amp Stiffeners you have to complete the geometric data of the plate supporting stiffener specifying the thickness and the distance from the bottom edge of the plate You can also choose to add stiffener on the opposite side of the column web and or to add a
56. do this English How to install on additional machines devices Remember that activation codes can be used only once This means that for activating the software on the third fourth fifth and so on device the same activation codes CANNOT be used Therefore for activation on additional devices you must choose E Mail activation and not Online activation Input your serial number i i j L How do you want to activate the product Select the preferred activation metho Online Activation An Internet connection from this computer is required to do this An E Mail application should be available on this computer to do this Back Next End English Then please send email to us and you ll shortly receive the unlock code and a set of activation codes to be used on that specific device 13 121 SCS Steel Connection Studio User manual If you can t send automatically the email copy and paste codes to an email you ll send to register steelconnectionstudio com If by mistake online activation is chosen the license can be validated unless the maximum number of users are currently using it but SCS still can t be operated you will receive message Insert all activation codes you bought standard and or language code missing because standard and language activation codes were not given and inserted In this case you will have to open SCS license viewer and send a snapshot with the list o
57. e beam strength Plate and or beam strength is checked if required by selected standard Resistance to axial load bending strong and weak shear strong and weak are verified Even torsion and combination of stresses are calculated when relevant 8 8 More More limit states are checked depending on the connections They are grouped in the More tab laf fors ofafe bucking qie 20 6 fonnmala hel p an a lateral torsional plate buckling with the standard Eurocode BS M ea buckl 19 6 kN amaa EF tres 9 85 kNm fumas Pl buckling ok 50 formu 8 9 Welding Design of welds can be performed checking results in this tab Usually depending on the module and the choices made by the user two parts are visible one about the web weld and another one about the weld to the flange Depending on the module the weld could be between plate and primary beam e g FP1 or between plate and secondary beam e g EM3 66 121 SCS Steel Connection Studio Help manual Wed wea Fh meats 1 579 i fonmusa Ne 2698 kips Neuen 11 24 kips YEwwk 1349 kips Mi Estr 2 561 kips ft farms M Ewok 0 04425 kips ft forma TEn 0O kips ft Fong We waar 1865 in foams W pea wk 0 0293 ir na Wp 0 5611 in formua T 15 57 ksi fma normal stress perpend to the throat T 15 57 kei fma shear stress perp to the weld axis TH 5035 ksi fama shear stress parallel to the weld axis Tuu 3234 ksi maa global stress on the weld Tu Rd 52 2 ksi f
58. e display of the drawing in the graphic window The submenu Fit all is to fit all the drawing to the graphic window Zoom Window is to select a new view of the drawing Pan is to move drawing into the graphic window Magnify is to enlarge drawing view Shrink is to restrict drawing view Previous view is to see previous view Fit all Zoom Window Pan Magnity Shrink Previous view 6 4 1 Fit all Also available from the button bar clicking Py This zoom button is to fit all the drawing to the graphic window 6 4 2 Zoom window Also available from the button bar clicking Q This zoom button is to select a new view First click on the screen with the left button of the mouse to select the top of the left point of the zoom window then hold down the left mouse button drag the mouse to the second point and release the left button of the mouse to complete the selection of the zoom window A red rectangle will appear after the first click 6 4 3 Pan Also available from the button bar clicking This button is to pan the view in the graphic window 6 4 4 Magnify Also available from the button bar clicking This zoom button is to magnify drawing The drawing is increased by a 1 0 85 factor If you have a mouse with scrolling wheel click on the graphic window directly then scroll to apply magnify shrink When applying magnify with the mouse the cursor location 1s kept still and the magnify factor applied relative to this posit
59. e is valid until 03 04 2013 Eurocode available DIN available 4isc LRFD available Italy available BS inot available 4isc 450 inot available France not available Web Activation The 4ctivation Key has to be validated online Please provide a connection to the Internet and activate China not available it India not available Proxy settings Brasil not available 4ustralia M2 not available Japan not available Canada nok available Spain not available 14 not available Enter Activation Key x15 nok available x16 nok available x17 not available 418 nok available x19 nok available x20 nok available English available Deactivate Activation Key Transfer License Refresh l Options If you have an active internet connection you can click Activate now and if there are n issues SCS shows you this message Activate now Cancel Activation key Web Activation Online Activation was successful If more keys are to be registered the procedure must be repeated as necessary After the activation the new license will show as activated on the computer E L Modules SCS Number of licenses per Computer 1 thereof 0 are available License is valid until 14 01 2052 Activation fdone Update Subscription not available License is valid until 03 04 2013 Eurocode available DIN available 4isc LRFD available Ital
60. e not completely entered Fake values are drawn in green and the warning complete all date to display real geometry is visible on top instead of the sum up of the entered data 21 121 SCS Steel Connection Studio User manual 5 5 Update calcs button If the user choose Manual update of calculations General Calculation update Manual update the Update calcs button needs to be clicked to start a new calculation of the connection and get updated results If the user choose Automatic update the Update calcs button is disabled and the program will update calculation and result every time any data is changed in the model The automatic is turned off and option is turned to manual if rows of bolts are more than 10 The reason is that update of calcs is slow if the eccentricity calculation method is Instantaneous center of rotation The automatic turning of the option to manual doesn t apply to modules em3 cb8 ap 5 6 Drop down menu for graphic options With the Drop down menu below the graphic window the user can choose some different types of information to be displayed on the graph the dimensions with symbols used when entering data on the geometry the dimensions the limit state which is more burdensome for the connection or nothing If the user select Gover Limit state the graphic window shows the item who referred the limit state which is more burdensome for the connection and a text message it shows the percentage o
61. ecision As repeated already every case could need special attention and the engineer must verify under his her responsibility liability and engineering judgement that imported loads are ok for design and correctly consider the possible worst situations and on the opposite side do not overdesign the structure 6 5 2 Staad Very similar to Sap2000 above please read all the considerations One difference is that the Staad model already open in the background will automatically be selected it s not necessary to open the file from inside SCS See also the video available on www steelconnectionstudio com 6 5 3 Tekla Structures Geometry can be imported or exported to and from Tekla 38 121 SCS Steel Connection Studio User manual Start Tekla open the reference model then choose import or export to Tekla Import from Tekla to SCS View log file inn ee Always check that import and export are sound and consistent For exporting SCS requires to select in Tekla the primary and secondary member For importing SCS requires the user to select a connection in Tekla All the warnings and messages are displayed in the dedicated window The file can be saved as xt Start Tekla open the reference model ned A then choose import or e iImport completed on 17 04 2015 11 24 52 from SC to Tekla Import from Tekla to SCS Hidelog ie Sevetonsie Always check that import and export are soun
62. ed end plate Symbols v False CreateDXF SumUp Bolts PI Bear Sec Bear PI BI Sh Sec BLSh PI Str Sec Str More Weld Rot 81 121 SCS Steel Connection Studio Help manual S Hh General Loads Members Plate amp Bolts Geometry Weld Notch amp Stitfeners End plate Column Beam This connection can bear any kind of forces and it s the state of the ark when Bolted end plate column beam connection on main column axis must transmit consistent bending moment HEA 300 IPE2 70 1618 8 Pl thk 15mm Standard Eyrocode z Connection axis Columin plate contact point 7 Language English 7 Eccentricity cale method Calculation update Automatic update ky Category for shear 4 bearing type k Bolt traction calc method Eurocode pure z Clean gt LabelTest Creat T figuration Extended 1 tiff ki poeu PE EER a Sa SumUp Bolts Moment Pl Bear Sec Bear PL BLSh Sec BLSh PL Str Sec Str More i Bolt group 1 Bottom configuration Extended haunch stiff ky Bolk hea ok 14 b 13 3 Loads Usual considerations apply but if calculation method is AISC Design Guides a further column appears to define further axial load over the column This load will add up to the shear transmitted by the beam 13 3 1 Kye If you chose the calculation according to Eurocode the program performs the calculations with the fixed value of k
63. elect length height and radius of the notches General Loads Members Plate amp Bolts Geometry Weld Notch amp Stiffeners HEA300 IPE240 2 ee ee ees _ o Coincident Top of Steel T Web and both flanges Clean ba Fin plate welded on primary web and flanges with double notch on secondary beam 76 121 SCS Steel Connection Studio Help manual General Loads Members Plate amp Bolts Geometry Weld Notch amp Stiffeners SS Eurocode HE4300 IPE240 OOO 6 M20 cl 8 8 PI thk 15mm SP35 stiffen thk 12m Automatic update ee wee Coincident Top of Steel Web and both flanges English z Fin plate welded on primary web and flanges with stiffener on the back side and no notch on secondary beam NOTE See also par Weld Notch amp Stiffeners to complete the geometry of the connection 771 121 SCS Steel Connection Studio Help manual 11 Double fin plate DS1 11 1 About DSI This module allows to calculate a special connection realized bolting 2 plates both to primary beam and secondary This connection is considered as a pin type connection though limited bending moment can be resisted All actions are transmitted by the plate bolted both to primary member beam and secondary member beam The connection has two bolt groups the first one is the one at the secondary member the other number 2 is at the main member 11 2 Connection type You can choose b
64. ember and secondary member Connection has two bolt groups the first one is at the secondary member number 2 is at the main member A quick general description is written for each module with emphasis on how to consider connection pinned or rigid hence loading to be applied In order to give the user maximum flexibility and broad range of activity even connections that are supposed to resist only as pins are calculated for applied bending moments As per the EULA the user should be enough experienced and qualified to understand limitations and apply loading as per his her engineering sensibility The same considerations apply for weak axis loads or torsion that are better kept to zero in SCS and in the global analysis model they should be resisted by other means like bracings supports diaphragms and so on 7 1 2 Standard DIN 18800 AISC LRFD NTC italy BS 5950 AISC ASD Indian LSD IS800 2007 SNIP CSA 516 09 You can choose among different international standards for designing connections Eurocode DIN 18800 AISC LRED etc Each Standard requires specific license buy at www steelconnectionstudio com 7 1 3 Language You could choose among different languages for the name of the labels the message text and the report English Italian French etc Each Language requires specific license buy at www steelconnectionstudio com a 7 1 4 Calculation update Calculation update Automatic update hi Manual up
65. erate reports according to the following options Short report Standard report Full selected cases Full all cases e Short report only sketch general loads sumup data and error comments will be reported e Standard report complete information on input data plus the sumup tab results and comments e Full selected cases report will display all data and results of each tab the results will be displayed only for the load case a b c d or e selected in each tab e Full all cases report will dispaly data and results of each tab the results will be displayed for all load cases a to e The reports can later be saved in txt or rtf Word compatible and modified by the user to allow maximum flexibility Save RTF Save TXT Please note that the sketch in the report is the same displayed in your sketch window therefore you can customize what you will see on report 24 2 T stub report This report 1s available only when the Eurocode or Eurocode BS methods are used for Moment calc method and displays pertinent data 112 121 SCS Steel Connection Studio Help manual 25 Request support Please use menu under Help Send support request or e mail support scs pe or support steelconnectionstudio com Installation support is included during Demo version evaluation and for the first 30 days after purchase For longer support you must have purchased Update subscription 113 121
66. etween two connection types coincident axis of the two beams coincident top of steel of the two beams Loads Members Plate amp Bolts Geometiy Weld Notch amp Stiffeners English z Automatic update z General Loads Members Plate amp Bots Geomety Weld Notch t Stifeners SCs HEASOO HEAZ40 1 6 M16 cl 8 8 Pl thk 15mm 2 Fin Piste 5235 rib thk 8mm 78 121 SCS Steel Connection Studio Help manual 12 Splice SP4 12 1 About SP4 This connection can bear any kind of forces and it s the state of the art when column beam connection on main column axis must transmit consistent bending moment 12 2 Connection type You can choose among three different configurations for the splice plates on web and flanges plates only on web plates only on flanges General Loads Members Plate amp Bolts Geometry HEA4240 HE4240 Member gap 15mm SCs Both external and internal plates on flanges 5235 Pl thk 10mm M20 cl 8 8 Double plates on web 5235 PI thk 6mm M20 cl 8 8 Eurocode X English z Eee Automatic update i Both web and flanges are connected General Loads Members Plate amp Bolts l Geometry HE4240 HE4240 Member gap 1 5mm NO 1 external plate on flanges Double plates on web 5235 Pl thk 6mm M24 cl 8 8 wcode O E English z Eee Automatic update Only web is connected 79 121 SCS Steel Connection Studio
67. f Installation codes see image below you might have to scroll up first After we receive this we can send the activation set of language and standard codes license Viewer Installation Codes Copy protection activated 5 Code 01 95F316D6 Code 02 4B 1EFSE0 Code 03 ESFA5211 Code 04 ESFA5211 otf Code 05 A9EE9A39 Code 06 OFOOAD6F Code 07 D5C66409 Code 08 BAS2D6EA Code 09 6C9540F 1 Code 10 A1138680 Code 11 Code 12 ESFA5211 Code 13 34FCD986 Eb 8 5C5 Number of licenses per Computer 1 thereof 0 are available License is valid until 2 i a in Activation Keys irg Be eae ag ara es ae pa y E EPEAT E EANA A ET Picts cera Man bey Update Subscription not available License is valid until 08 mar 2015 Eurocode not available DIN not available Aisc LRFD not available Italy not available BS not available 1 Tomy i a Activation Key Transfer license Refresh 14 121 SCS Steel Connection Studio User manual 4 Initial window form 4 1 Basics The bolted shape window form that initially opens when SCS is started is the control panel where the user can open the single modules to make connection design More modules also of the same type can be opened simultaneously allowing the analysis and comparison of different files at the same time From this window the user can also execute actions like checking for updates reviewing li
68. f the corresponding test 5 7 Report button and related options With this button the user can export the results data into a RTF file The user can choose among four different kinds of reports short standard full with selected cases and full with all cases The short report contains the general information that is what shown in the general page along with loading data Results are shown only in the sum up form The standard report contains the same results of the short report but it gives a full description of the input data The full selected cases report adds to the standard report also the detailed analysis of the checks What s reported though is only relative to the selected load cases letters from a to e in the various tabs If any tab has a selected case with no loading report of that specific tab 1s not reported The full all cases report is as above with all the detailed checks case per case Cases with no loading are not reported though 5 8 Create DXF button With this button the user can export the contents of the graphic window into a DXF file 5 9 Result tab The results of connection design are here thoroughly reported the sum up tab gives a brief outlook while single tabs analyze in detail results of single limit states load combination by load combination and bolt group by bolt group if more than one bolt group is present modules DS1 QS5 QS6 SP4 BR9 if lug angles are present
69. format and decimal digits used for input data and read calculation result The difference between the 2 menus is that Units General will load the General set of units while Units Form will load the units actually used in the form that s being edit Therefore is only a matter of the initial data that are shown as default then saving options are the same for the 2 commands The window that opens allows to set up field by field see images the units to use format automatic fixed decimal or scientific and digits The Metric and Imperial check buttons can be used to quickly change units Format Decimal digits Awubomatic 3 4 Length ae x Borea Awbormatic Awtomatic z 4 Area Stress 3 Auhormatic Mamen Awtomatic 4 Section Wod Scientific 4 Mont Inertia Automatic T T Mi ro ra ro TE 4 4 lt lee J omega mmE Awubomatic Set standard units Metric Imperial Apply to Save and PE Close this form and general options If new settings are saved the choices in Apply to set what will be changed options are self explanatory It should be noted that the user can have different units in each file and different from the general units which apply when a module is opened from scratch I mm a Ltd cu ai qu m A E me 33 121 SCS Steel Connection Studio User manual 6 4 Drawing view menu This menu is used to manage th
70. fs m 5 me ae Pe ae eee eek he FF a Se SH Berend ot ie oy ee TT NEJC Ddk Hara iho 2 a eof Uo Bdn dhap Mees hpl Sb wp Ub dwp Y J or T Eaa Joe a al re P J 5 d A 7 Oo Nao b hol Uar zs Ss ne Be If the standard is Din 10 SCS similar considerations apply Oh hpl 2 1 4 Enp 35 63 121 SCS Steel Connection Studio Help manual The check is made in relation to horizontal and vertical forces acting on plate and beam Ferdi pla 57 27 kN formula Fh Ed h pl 19 11 kN Bai 3 Ratna ata 70 35 kN formals E Edasi B 667 kN Bai 3 Plate bear h ok 228 Plate bear w ok 9 PERAS 131 2 kN fana te 1 kN Bo 6 REEERE 113 kN fonnmala Fp Edv bw 9 333 kN Bot E Beam web bear h ok 1 Beam web bear w ok r DA nh ba 19 6 kips FONTA Ebina 10 kips Bat 2 Aba fae kips FOA Eas 38 kips Bal t Beam web bear h ok G12 Beam web bear w ok 1b 8 5 Plate block shear When checking plate block shear also known as block tearing SCS takes in account three different modes of block shear for axial loads and two modes of block shear for shear loads for each bolt group on the plate The design block tearing resistance for mode 1 2 and 3 considers the bolt group subject only to the axial load while the design block tearing resistance for mode 4 and 5 considers the bolt group subject only to the shear load 64 121 SCS Steel Connection Studio Help manual Block shear block tearing
71. he capacity Say for example 60 of shear It s enough to choose the strength and then add 0 6 Design must be done for seismic reason for full capacity eventually amplified It s enough as above to multiply by the desired overstrength factor for example ElasticMomentStrongAxis 1 1 1 1 7 2 2 yM If Eurocode or similar NTC Italy for example is the selected standard partial safety factors ym are here shown It is possible to adjust values overwriting suggested EC values Some factors only appear if the bolts resist by friction Din value is only one below 48 121 SCS Steel Connection Studio Help manual 7 2 3 Optimize Bolt Tension Shear combo Optimize Bot Tension Shear combo This option is only active in EM3 when the eccentricity calculation method is active and one of the first 2 options Eurocode is chosen Choosing the option will distribute Shear not evenly to all bolts which happens when the checkbox is unchecked but will give more shear to bolts working with lower tension or no tension at all 7 3 Members 7 3 1 Select member Piman Memoer PE300 z deph h 300 mm widi b 130 mm Bange thicknc s Sa Wf om l 3 1 mm 15 mm You can choose the members to insert as primary or secondary members from the profile database To filter groups and reduce the list of members see 6 3 2 Member filter To edit members see 6 2 3 Edit The geometrical data of the selected profile are s
72. hown in the labels below the selection box The symbols are consistent with the selected standard Some members usually columns have additional properties depending on the module Some notes could be visible For example No strength check is made for members means that no general check is made for member usually column strength This doesn t mean that applicable local checks requested by the connection just as a general example web resistance checks are not addressed If a strength check is needed the user could use module MEO 7 3 1 1 Web doubler plate C Both sides Reinf web pl t 0 in A welded reinforcing web plate can be specified if available The check box Both sides means that the web plate is welded to both sides 49 121 SCS Steel Connection Studio Help manual 7 3 1 2 Column length over connection This option is related to the length of the column over th low Lk pimss ano oho available when this length becomes important to evaluate some limit states Checking the Continuous prim option will give an infinite value to b1 7 3 2 Section properties button If the small button highlighted above is clicked a window with the properties of the member is displayed A gross 512E M A gross shear 1 29326E 04 strong 2 32 09 weak 6 043E 07 r strong 307 7 rweak 56 6 Wel S strang 6 196E 06 Wel S weak 6 006E 05 Wol Z strang 7 053E 06 Wol Z weak 9 433E05 J 3807E 0
73. ing The database can be edited through the forms opened by clicking E 4 Edit DataBases and choosing which database to edit The database is stored in the db mdb Microsoft Access file inside installation folder DB but the user MUST NOT edit the access file A copy of the DB given by Steel Studio is stored under installation folder DB dbcopy 23 1 Input for bolt size db Agr and Ares Please consider the following information when you input new bolt sizes Bolt Visible Ms 1 the Agr field is to input the gross area of the bolt If no value 1s input SCS will automatically calculate it according to the formula A nd 4 2 Ares field is to input the net SHEAR area of the bolt This value must always be input because some codes require it as a specific bolt property Some other code AISC for example will automatically calculate it as Agr 1 25 but again the db requires one load to be input here 109 121 SCS Steel Connection Studio Help manual 23 2 How to control visibility SCS has 4 different databases actually stored in one mdb file While visibility of the Member db can be controlled through the Member filter option the visibilty of records in the other databases can be controlled through the visibility checkbox i Save DataBase A M12 M14 M16 M18 E M20 M22 E M24 M27 M30 M33 E M36 M39 E M42 E M45 E M48 1 2 5 8 y4 7 8 1 11 8 11 4 13 8 112 ANEJ It must
74. ing logic 3 2 2 Download license option Some customers with a high number of licenses download the license from the server at every activation and this message will appear at start Web Activation The license will be restored and your local license will be overwritten Please provide a connection to the Internet and activate it Proxy se tings 12 121 SCS Steel Connection Studio User manual The advantage of this system is that activation 1s faster only serial number and one activation code are needed and that if there are changes to the license that is the customer buys additional standards or options it is not necessary to update all licenses on every device the updated license will be downloaded automatically 3 2 3 INSTALLATION ON MULTIPLE DEVICES read carefully thanks If a customer buys 2 floating licenses he she will receive One serial number 2 sets of activation codes The first 2 activations on the first 2 devices should be done with the standard procedure that is choosing Online activation then inputting the SERIAL NUMBER first then the activation codes first set for the first device second set for the second device a How do you want to activate the product Select the preferred activation Online Activation An Internet connection from this computer is required to do this E Mail Activation An E Mail application should be available on this computer to
75. ion 6 4 5 Shrink Also available from the button bar clicking This zoom button is to shrink the drawing A 0 85 factor is applied If you have a mouse with scrolling wheel click on the graphic window directly then scroll to apply magnify shrink When applying shrink with the mouse the cursor location is kept still and the shrink factor applied relative to this position 6 4 6 Previous view Also available from the button bar clicking This button is to go back to the previous view 34 121 SCS Steel Connection Studio User manual 6 5 Import menu Also available from the button bar clicking It 1s possible to import loads visually selecting joints from the following programs Sap2000 v17 Sap2000 v16 Staad Tekla Import or Export From Sap2000 and Staad the following data will be imported Load combination values for the available load fields Warning if say weak axis moment is not available in the SCS module example FP2 no values will be imported even though calculation software results are different from zero The primary and secondary member sizes if the name in the Sap2000 or Staad is not available a warning will be given The import only checks the name not the properties therefore if Sap2000 or Staad properties are different from SCS properties no message will be given The user is supposed to check this WARNING The user must carefully check that the import is correct units loads combina
76. ion Studio User manual 6 1 5 Print Also available from the button bar clicking lt 4 This button is to print current drawing in the Graphic window A window to set up the printer will pop up before real printing Short cut key ctrl P 6 1 6 File list To help the user to find quickly previously saved files SCS stores location and name of those files If more than 10 files where saved opened SCS creates folders each containing maximum 30 files with information about old files When 30 files are reached a new folder is created and the date of the last time it was opened the first file in the folder list is shown Ctrl M GF Open Ctrl 0 ie Save CtrleS Save As Fi file names and locanon 1 maximum 2 Opened before 30 ul 12 Exit Alt F4 If any file cannot be reopened because it was deleted or location was changed a message will be displayed and the path of this file will be grayed but still visible 25 121 SCS Steel Connection Studio User manual 6 2 Edit menu In this menu the user can edit data base of member material bolt size and bolt class used in the calculation she he can generate a report or create a DXF file The user can also undo the previous change return the last undo cut copy paste data from to clipboard and he she can change the font size of the drawing sketch in the graphical window Me Edit DataBases i Edit Member DB Edit Material DE Update Calculations Create D
77. ion and the user can change the selection It might then come useful hitting the button Find similar SCS will look for other joints with the same secondary and primary member that are consistent with the module where the user is working with as above beam or column or say the angle if 1t s a brace or consecutive members if it s a splice or apex SCS will also look for member orientation when making the selection in modules where the orientation is fixed say the moment connection while it will not make any difference if the 36 121 SCS Steel Connection Studio User manual orientation of the column can be set by the user example modules fp1 or x11 This also means that in the latter case the Find similar button will choose joints independently on the fact they frame to the column on the weak or strong axis The user can correct any behavior he she doesn t like manually modifying the selection either unselecting some joints members or the opposite adding some others After hitting the button Find similar to effectively load the joint 1s necessary to re click the button Load data a Import started from file type fp2 Selected joints 4 6 11 12 60 127 128 Secondary Member IPE240 Paiute y Meriba HE2404 Show Prim in sapatut Choose file Filter Starta with PiS Always visually check that selection ie ok and complete Export joint reeulte to SCS To finally exp
78. is connected by plate s on the web and double angles on the flanges J 200mm vert A36 Connection profile L4X3 1 2X3 8 Material A36 d 106 mm gt 2482 Nim a 88 3 mm Quadruple F7 399 9 Nimr a thks 203 2 mm tw 953 mm Switch legs kb 1905 mm Reinf web pl t O mm SCS currently does not take care of verifying the connection between angles and the I brace therefore the user must take care of that 99 121 SCS Steel Connection Studio Help manual HEA220 5275 Pl 1508 A35 2 3 4 t20 64mm cl A325 Pl thk 15mm Brace 1 0k00k10 s Re Connection profile P1 150x8 Material A36 F d 150 mm P F 382 Nimm Single FY 399 9 Nimm am thk 203 2 mm aa amp mm Tubolars are connected by plates SCS currently does not take care of designing the weld between the plate and the pipe RHS therefore the engineer must take care of that In Tools Member filter from the toolbar you can filter the available elements for the brace 100 121 SCS Steel Connection Studio Help manual Select Profile Shape IPE UC ISJB ISLB ISMB Custom 2 HEA HEB UB E Awstr WE WE E Custom 3 wW E Austr UB UC E i NP E Custom 4 W W metr HM Hw HN HE HEC HSL HL P Custom 5 HP HEAA HLS HEM M S Wir F HP metr F IPEa ILS IPEo IPEv F Custom 1 Shape L L AISC L egual metr L unegual mtr Custom L 1 F Custom
79. is suggested to design the double sided connection as single sided note that compression buckling 1s always checked even though 24 suggests it is actually present only if a double sided connection is in place see par 2 2 For more information see 42 and 24 27 5 Base plate calculations according to AISC Design Guide I SCS can provide solution according to 22 to problems where more rows of bolts work to balance bending moment Formula 3 4 3 in 22 works if only one row of bolts 1s in tension SCS finds a solution also in the case more rows of bolts are in tension starting from equations 3 4 2 in 22 In the case where more solutions can be possible say one with only one row of bolts in tension and another one with 2 rows of bolts SCS will choose the one with more rows in order to reduce tension per bolt This might not be beneficial for minimum required plate thickness though that could increase if more rows of bolts are input 27 6 Other FAQ frequently asked questions Under development 118 121 SCS Steel Connection Studio Help manual 28 API API Application Programming Interface is now available in SCS for building macros with VB NET or C and make SCS work with other software Check website www scs pe for updated examples SCS targets 4 0 version of NET framework It s possible to build macros using Visual Studio Express 2010 free distribution check Microsoft website or later versions The namespace of S
80. ith side cuts rectangular inclined After these plate shape selection the User can set the geometry of the plate in the tab Geometry 96 121 SCS Steel Connection Studio Help manual 20 3 Plate welding to primary Plate welding to primary You can choose between two different configurations for the connection only one side two sides In the first case the plate is welded only to the primary member web or flange depending by the connection type choice In the second case the plate is also welded to a support The support is represented by a line as in figure below 20 4 Lug angle If the brace shape is L UPN the user can connect the brace adding also a lug angle 20 5 Force distribution method Uniform force method UFM KISS method When the connection is on two sides the force distribution method option becomes visible Plate welding to primary if Force distribution method Uniform Force Method share moment This option allows the user to choose with method will be adopted by SCS to calculate the forces acting on the vertical and horizontal considered with a 0 97 121 SCS Steel Connection Studio Help manual Uniform Force Method share moment KISS Method Only force components UFM moment to vertical weld UFM moment to horizontal weld The methods follow instructions in 26 AISC Design Manual please refer to it chapeter 13 for details Broadly speaking UFM firs
81. l drawing graphic window skech drawing Standard Eurocode Language Englieh Calculation update Automatic update Eecentrcity calc method Hastic Connection ads Column ads Connection type Flate welded to primary member flange Plate welding ta pinar nly vertically m ore D Utto ns Category for shear A beaing type Feste alee giao i Bolt shear data tab Rat min distances P bearing hor 7 Bear bearnng hor PI bearine wert 7 Beam bcarrg vert FI b sheer hor 7 Seg bl sh hor PI bl sh wert 7 Sec bl sh wert PI shear strong ax 7 PI bend strong ax F shear weak ax 7 PI bendng weak ax FI aial SS FI combines stress Beam shear str ies Beam bending str m ess g g e DOX Beam shear wk A Beam bending wk Bear axial 7 Beam combined Plate hoickling 7 Frm lnral weh shear Web weld comzined 7 Web weld ot your comment box result tab the menu bar to manage file functions units and database of profiles bolts and materials to manage the display of the graphic window access help examples and all other tools and options of SCS the button bar that recalls frequently used commands from the menu bar the data tab where the user can insert the data of the connection standard loads geometry and materials the message window with warnings and or error message that are displayed automatically during the de
82. limit states when the member could be weakened by notches and the selected standard 1s Eurocode or similar the user have tools to define exactly the class of the member below Class can also be overwritten Option Web Flanges Detailed data to be input iy Both Tip inten Web class g web g flang Flange class 1 Beam class Fable 52 EN7993 1 7 51 121 SCS Steel Connection Studio Help manual 7 4 Plate amp bolts 7 4 1 Bolts Bolt size and bolt class can be chosen from the database To edit the database see 6 2 3 Edit To filter bolt sizes and classes to reduce the list of available sizes classes use the Visible checkbox in 6 2 3 Edit the but also activate the real usage of this filter see 6 3 1 General options Images below Eurocode in QS5 and AISC LRFD in AP7 should be self explanatory net and gross ares of the Selected bolt Gtandard spechic Values Eurecode Conn type threads in shear plane Shear cross section per bolt od mm shear design cross number OF plates and shear section per bolt planes The ones below are the default values used for bolts washers and nuts used in SCS drawing For bolts head depth 0 65 Drom bolt 52 121 SCS Steel Connection Studio Help manual S 1 60 Drombott bolt shank length 5mm 0 2 over the nut For nuts depth 0 80 Drom bolt s 1200 Diomboti number of nuts each bolt 1 For washers depth 0 20 Dnombott De 2 1
83. lly first then horizontally ieee rsm Criterion for bolts numbering The button draw in plane forces shows the forces in the plane bolt shear for each bolt in the graphic window Draw in plane forces 2 pa To return on the image of sketch the user can move the mouse into the drawing window or could click the Draw sketch button 62 121 SCS Steel Connection Studio Help manual 8 3 1 T stub button This button is available only when bolts are in tension and the selected calculation method and or standard uses the T stub method See paragraph 24 2 T stub report 8 4 Plate bearing and or beam bearing This tab deals with plate bearing in relation to both horizontal and vertical forces The total reference thickness refers to the sum of the parts of the connection involved in the check For example if it s the plate tab and there are two shear planes this cell gives the sum of the thickness of the plates If FP1 for example the web of the beam is reinforced by a plate the cell beam bearing gives the sum of the web and the reinf plate This tab also gives advice about minimum spacings gauges and their optimum values Bolt distances from the edge of plate and from the other bolts are checked If the check fails SCS returns an error message ok ak If Eurocode 00 is selected SCS shows here the bearing resistance coefficients used in calculations see Table 3 4 00 2 a lL
84. ma design resistance of the weld Weld comb ok B22 forms Weld ot ok 03 forma 8 9 1 American codes When the standard is set to any of the American codes AISC or CSA the welds are calculated according to the Elastic method 20 The instanteneuous centre of rotation method for the welds has not been inserted in SCS yet When a weld is loaded by eccentricity the resisting value of the weld is compared with the shear that the weld must withstand to resist the moment caused by the eccentricity 8 10 Stiffness Where relevant EC most of all the stiffness of the connection is shown It should be noted that stiffness could change depending on sign of bending moment kis Inifinita mm fonda k7 Mon un mm FONA K stiff 1 922 mm mua Zeg 323 5 mm Foma Siini Mpos 4 223E6 04 kN m formua Siini Mneg 4 223E 04 kNm famus H lntinita Forma Ti Nonun KM rn famme 67 121 SCS Steel Connection Studio Help manual 9 Fin plate column beam FP1 9 1 About FPI This module is about fin plate connections between a column and a beam The connection 1s also known as shear plate shear tab or other This connection is considered as a pin type connection but a limited bending moment usually generated by eccentricity of shear Shear and tension are both transmitted by the plate welded to primary member column and bolted to secondary member beam 9 2 Connection type The column shape can be a I H shaped member I in the sele
85. might vary For example the primary local web shear might double while on the other hand the primary web tie force might go to zero ina fin plate because the axial force is supposed to go through the web to the other fin plate on the opposite side The double sided configuration 1s shown in the sketch with a mirrored yellow secondary beam 7 1 1 1Setsmicity joint is dissipative Seismicity Maea esters aie hi Some standards currently Eurocode and Italian NTC have this option When it s set to dissipative SCS will make two further checks see picture below and if they are not satisfied a warning will display If they are ok no message will be shown The reference of the two checks is below reported According to EN 1998 1 2004 par 6 5 5 5 bolt shear resistance must be more than 1 2 times the bearing resistance A Check that condition for dissipative tension members at par 6 2 3 3 of 01 is verified 46 121 SCS Steel Connection Studio Help manual 7 2 Loads 7 2 1 Cases Vu Mu Mu min mai i Tu AISC LRED symbols Unit kN kNm N Vmaj Vmin Mmaj Mmin T Cae Ed fd Ed cd cd fd Eurocode symbols Up to five load combinations identified by SCS with a letter from a to e see Case column can be inserted The figure above from EM3 has a full range of forces moments acting on the connection but a reduced number of forces moments is usually present in the various modules
86. nd or notch the secondary beam You can choose to add a stiffener on the back side of the primary beam and specify the itchiness of the plate You can make a notching on the secondary beam flanges and web only on top only on bottom or both notch or make a notching only on the secondary beam flanges on the right on the left or both notch and select length height and radius of the notches General Loads Members Plate amp Bolts Geometry Weld Notch amp Stiffeners Fin P ate De sig n Beam Beam A Welding between fin plate and priman member Fin plate welded to main bolted to secondary beam Weld type double fillet weld X Fler nian 2 fu 360 MPa Bw 08 TO HE4280 IPE220 throat thk a web 8 mm web mm 6 M16 cl 8 8 Pl chk 15mm oe pew thk 12mm If the plate is welded to top and bottom flanges stiffeners those collect shear forces and web collects axial force Weld eccentricity refers to center of weld withstanding shear throat thk a fl mm l flange mm overanite C weld ecc mm Weld eccentnciy som geometry C kNweb 100 of Nisd transmitted from web Stifeners on pimay member No calculation is made on the stiffeners but stiffeners on the backside will help punching shear resistance not calculated here and verify local shear capacity on the prim member Add single stiffener on the back side thk 12 mm Clean v False CreateDXF SumUp Bolts Pl Bear Sec Bear PI B
87. nd plate Wile ACO W18X35 A092 Standard AISC LAFD Language English Calculation update Automatic update Connection ads Column Bear contact point Update calcs Symbals k Report Short report ms SumLp Weding Stiff Col web campr ox 204 a Col web shear o 33 a Weo doubler min thk ok 89 121 SCS Steel Connection Studio Help manual 16 Bolted angles column beam QS5 Help UGS s4ER OCW MAHAR Eda O Vm General Loads Membes Pate amp Bolts Geometry Weld Notch amp Stener Fle Edit Tools Drawng View Examples Bolted angles Column Beam Q55 bolt eolumra alate tik 7 Plate standard bolt spacing P horiz P yart horiz pl A horiz baam dcptF pi overwtte bolt gr ecc pl ecc 0007 m bok rowa total solta g ees D beam clear from flanges on 7 Bolts ae vedic syn in second 4 vert beam top 0 045 4 vert beam bottom 0 045 Bolta arc ver aym in plac MARA m wert pi bottom 0 0255 m BatGroup Center distance fom Conn Ais Section at bats Tvert pl top qd All bolted dcuble angles web cleats HEA160 S275 IPE200 S275 Ss a AMIR en n 7m AAAF MAAA NxN m 5745 Seated af ana of plate 0 05 fomula block shea k prl Pl Bear Sec Bear PI B Sh Sec E Sh Pl Sir Sec Str More Bolt group 1 Bolt shear Bolt min distances ok SumLp Bolts Bolt group 2 isthe
88. nd that this is just a quick sum up that could be useful but all the checks here reported have details in the results tab 8 3 Bolts SCS gives in this tab the details of bolt shear bolt tension and their combination for every bolt group of the connection For each load case and bolt group SCS shows values and formulas used in calculations 60 121 SCS Steel Connection Studio Help manual At the bottom of the page the forces for each bolts in the selected load case are shown according to 3 dimensional components Rx Ry and Rz type of check Case Fo Ed hor botgr D2248 kips fomus 5 E 2248 kips famu b Meg bolt qr O kips tt fomai f l y M eco Ed bolt ar 1 pit eeere data and formulas used for ee ea the check Pon PEL ele 21 15 kips fammi Paika 126 9 kips fomnia EEES 2248 kip fomnia Bolt shear ok 18 formuta check shows into the sum up type of check M Ed bolt gr 2249 kips famus M LEd bolt or 2213 kipsh foes Ned 1 bot 31 73 kips fama N eed bolt gr 45 51 kipe fomnia BeatEd bolg 16 81 kipe somma Bolt tension ok ara fanmaa check shows into the sum up Bolt combined ok 29 fal 2 M ted bolt gr B 687 kips ft fovea Moment cap ok 33 FONAS check shows into the sum up kins Eolt R forces per bolt 0 03748 0 03748 0 03748 0 03746 0 03746 0 03746 61 121 SCS Steel Connection Studio Help manual The criterion for bolts numbering is shown in the picture below bolts are numbered vertica
89. ndow 6 4 3 Pan 6 4 4 Magnify 6 4 5 Shrink 6 4 6 Previous view 6 5 Import menu 6 5 1 Sap2000 6 5 2 Staad 6 5 3 Tekla Structures 6 6 Examples menu 6 7 Help menu 6 7 1 Contents 6 7 2 About 6 7 3 Send request information Data tab 7 1 General 7 1 1 Initial description 7 1 2 Standard 7 1 3 Language 7 1 4 Calculation update 7 1 5 Eccentricity calculation method 7 1 6 Connection axis 7 1 7 Connection type 7 1 8 Category for shear 7 1 9 Moment calculation method 7 1 10 Double sided connection 7 1 11 Seismicity joint is dissipative T2 Loads 7 2 1 Cases 7 2 2 yM 7 2 3 Optimize Bolt Tension Shear combo 7 3 Members 7 3 1 Select member 7 3 2 Section properties button 7 3 3 Select material 7 3 4 Other options 7 4 Plate amp bolts 7 4 1 Bolts 7 4 2 Plate material 7 5 Geometry 7 5 1 Bolt options 7 5 2 Plate options 7 5 3 Beam clearance 7 5 4 Eccentricity of bolt group plate and secondary member 7 5 5 Plate buckling length 7 5 6 Block shear kuni 1 7 6 Weld notch amp stiffeners 7 6 1 Weld 7 6 2 Weld eccentricity 7 6 3 Do not consider compression for welds 3 121 User manual SCS Steel Connection Studio 7 6 4 Stiffeners 7 6 5 Notch 7 6 6 False flanges 8 Result tab 8 1 1 Formulas 8 1 2 Case selection 8 2 Sum up 8 3 Bolts 8 3 1 T stub button 8 4 Plate bearing and or beam bearing 8 5 Plate block shear 8 6 Section block shear 8 6 1 Splice 8 7 Plate beam strength 8 8 More 8 9 Welding 8 9 1 American codes
90. ng to material yield Multiple of thickness lt 235 0 5 s0 Jos oOo caso Joo o 7 6 2 Weld eccentricity overwrite lal Ea 0 mm Same considerations as in par 7 5 4 Eccentricity of bolt group plate and secondary member apply here 7 6 3 Do not consider compression for welds Do not consider compression for welds Checking this option will make compression transferred by contact not by the weld If it s unchecked default the weld will also work in compression neglecting contact of parts 56 121 SCS Steel Connection Studio Help manual 7 6 4 Stiffeners No calculation is made on the stiffeners Single stitener on the back side option is only available when connection is on column web In some type of connections it is possible to add stiffeners on primary member No calculations is made on the stiffener they are only added to the sketch 7 6 5 Notch notcn length notch helght depthi radius No flange notch One side notch Two side fl notch The user can select notch configuration for secondary member Notch can be applied to the member full flange and part of web or to flanges only one or two sides can be notched A combination of the different kinds of notches is not possible If a double notch is chosen top and bottom a different depth is possible to be applied to the notches If this option is taken a new box where to input bottom depth will be visible Notch T
91. not considered Material 5235 vA f N mn f Nmr Pos X Pos Y Size Length Angle 106 121 SCS Steel Connection Studio Help manual 22 4 Bolts Here you can choose the bolt geometry and the material and for each bolt the coordinates of the centre into the data tab Members Plate amp Bolts welds Bolts are considered as working in compression too Bolt size h d 7o mm A face Conn type threads in shear plane Shear planes 1 Shear cross section per bolt Pos s Pos v a With the button Bolt setup the coordinates of a regular pattern of bolts can be set up automatically This feature can be used as a starting point then coordinates can be changed to arrange an irregular pattern SetUp form strong bolt columns bolt rows P horiz P vert Update and Don t update Close and Close 107 121 SCS Steel Connection Studio 22 5 Welds The user can insert data welds as rectangles filling in the table 1 row 1 rectangle x and y coordinates of start point size width of rectangle length of rectangle angle of rectangle in the xy plane General Loads Members Plate amp Bolts Weng Petree fin piale and prina member fi weld Mmr overwrite Byy 45 2 Unit mm F Throat Size throat Pos Pos Length Ange 108 121 Help manual SCS Steel Connection Studio Help manual 23 Database edit
92. nto the specific cell To add two equal supplementary web plates at the column web tick the square Both sides The supplementary web plate on the column has a width equal to the distance between the two toe radii of the column in accordance with 00 par 6 2 6 The length of the supplementary web plate is taken as the length of secondary member connection with haunches where present plus the maximum length between the effective length in tension and the effective length in compression For the calculation of the effective lengths in tension and in compression for Eurocode British Standard and Italian standard NTC SCS follows the British Standard for further information see 00 page 72 42 page 37 N B the drawing of the supplementary web plate is just a general instruction and the engineer will take care of defining details welding included properly 83 121 SCS Steel Connection Studio Help manual 13 4 2 Continuous column in moment connection You can choose the length of the column over the connection an infinitive value of b means that the column is not interrupted near the joint General Loads Members Plate amp Bolts Geometry Weld Notch amp Stiffeners Primary Member HEATBU Materna 5275 hi h 152 mm ge 275 MPa b 160 mm ie 430 MPa t 9 mm gt thk z 40 mm La E mm Both sides 15 mm Rem web pl t mm b a mm Continuous prim General Loads Members Plate amp B
93. of out technical team 27 3 1 Block shear and long joints SNiP gives no instruction on how to calculate block shear in connections therefore the Eurocode approach and calculations are followed This seems the most conservative approach and Eurocode rules have been chosen over other standards for geographical reasons If the user wants to follow literally the SNiP and doesn t want to consider block shear he she can avoid considering block shear results By the way block shear is calculated using yM2 1 25 as per standard Eurocode value In other cases like a reduction factor for bolt group shear resistance in long joints the Eurocode has been followed where there are no instructions in standard 70 27 3 2 Compression and buckling No compression buckling checks are performed for components when SNiP is the standard 116 121 SCS Steel Connection Studio Help manual 27 3 3 Bolt bearing and minimum distances Exact minimum distances required by SNiP are in table 39 of 70 SCS simplified approach is to consider 1 3 times d0 bolt hole as in case 2d0 high strength bolts of the aforementioned table Bearing coefficients is taken 0 8 or 0 75 as per part 2 of table 35 if the distance of the bolts is 1 5d0 from edge or 2d0 between bolts but this value is adjusted linearly if the distance 1s more or less considering the linear interpolation passing through the coordinate zero and having as maximum the value for edge distance equal to 4d0
94. olts Geometry Weld Notch amp Stitteners Primary Member HEATBU Materna S5275 Y h 152 mm c fo MPa b 160 mm y 430 MPa t 9 mm thk z 40 mm Ti E mm Both sides 15 mm Reint web pl t mm b mm Continuous prim 13 5 Weld Notch amp Stiffeners 13 5 1 Continuity stiffeners on column The stiffener on the column have a depth equal to the distance between the edge of the flange and the web of the column and a scallop equal to the radius of the profile If the depth 1s more than 13 thickness of the plate for the calculation SCS take beg 13 plate thk N B stiffeners dimensions are not defined in detail by SCS the engineer is responsible of giving the correct instructions to detailers 84 121 SCS Steel Connection Studio Help manual In case of stiffeners and web plate both present on the column the relevant stiffener is shortened in width where there is the web plate 13 5 2Diagonal stiffeners You can choose among some different types of diagonal stiffener on the column Morris In the calculation of the diagonal stiffener the welds are considered as specified in 42 Welds connecting diagonal stiffeners to the column flange should be fill in welds with a sealing run providing a combined throat thickness equal to the thickness of the stiffener N B as previously seen it s task of the user to define all the correct detailing of stiffeners 13 5 3 Interme
95. on Ist row 3rd column QS6 bolted angles beam beam design pale turquoise button 1st row 2nd column AP7 moment end plate beam beam design tan button 4th row 2nd column CB8 column base plate and anchor bolts design light gray button 6th row 3rd column BR9 brace design pink button 4th row 1st column MEO general check ivory button Ist row Ist column XLI flexible end plate beam column design lemon chiffon button 3rd row 1st column XL2 flexible end plate beam beam design light steel blue button 3rd row 2nd column DS1 double simple plate design between two beams pale green 3rd row 1st column WE1 welded beam column design green yellow button 5th row 3rd column The button with the written Not available yet are modules that aren t available yet General Not available yet 17 121 SCS Steel Connection Studio User manual 4 3 Other buttons On the top right hand side 3 isolated buttons control some functions General ile rtormaton buttor Not available yet the minimize button will make the window minimize to Windows task bar or equivalent the close exit button will actually close SCS please note that any other form will be closed 1f data are not saved a dialog asking user what to do will be displayed in other words it s not possible to close the initial window and keep using SCS
96. op and bottom notch bi l 9 in h 1 75 i Different depth for bottom notch n a Pa 1 in A two side flange notch example is shown below Flange notch Two side fl notch k 145 mm hin 56 mm lin 15 mm 57 121 SCS Steel Connection Studio Help manual 7 6 6 False flanges If the beam is notched the option of adding false flanges turns on Add false flanges False flanges are added where notches are therefore if both notches are present false flanges add on top and on bottom To avoid the input of many unwanted data the false flange is considered by default as wide as the beam and with the same thickness of flanges 58 121 SCS Steel Connection Studio Help manual 8 Result tab 8 1 1 Formulas To the right of the numeric result and its unit of measurement there is the formula used to obtain it which also contains the reference from which it was taken The reference number into the brackets 1s referred to the position of the formula in the standard and the number after the symbol is the own reference of SCS to the standard as shown in chapter Standards and bibliography If you move the mouse over the word formula the equation appears More Ed bolt gr 2 kNm omaa Big 0 971 1 5 o 752Brp21 0 3 5 00 Fo RdA bolt 94 08 kM um Ee Benalean 413 8 kN formals Above you can show the formula of Bur and below you can see the formula for the next data and the word formula on the right of Bre M acc
97. ort to SCS some load cases must be selected a special filter 1s provided to help with the task The import macro will automatically take care of the units eventually changing them in SCS The user can then close the import form and finish up the design in SCS 37 121 SCS Steel Connection Studio User manual Please also note ifit s a shear connection and if the eccentricity is negative which is likely the case because of the way eccentricity is considered in SCS a negative moment will increase a positive shear therefore the macro will automatically input in SCS the maximum moment in absolute value as negative in order to be conservative when an envelope combination or a response combination is chosen the maximum values and the minimum values will be reported with two combinations the only exception being the moment having the sign opposite with the shear as explained above this might not be the worst possible combnation since say just as an example the compression might combine with positive shear in a different way than tension possibly in a worse way the engineer should take care of those situation knowing that when choosing an envelope he she is trading speed with precision choosing single combinations instead of envelope will give back the precision when needed if more joints are selected each value is taken with the maximum absolute value as above choosing more joints means trading speed with pr
98. ots Geometry Weld Notch amp Siffeners This connection is considered zs a pin type connection thoug limited bending Momert can 2e ressted Brace bolted to a plate welded to support BRY EE po o Dae complete all data to display real drawing Standard DIN Language English Calculation update Automatic update Eecenticty calc method Flastic Connection axis Column axis Connection type Flate welded to primary memberflange Flate shape Rectangular Update calcs Symbols SumLp Bolts Pl Bear Sec Bear Bolt group 1 Bolt shear Bolt min distances Sec El Sh Fl Sir Sec Str More Welding Category for shear bearing type Mate welding to primary Onby ore side ug angles No Pl hearing har P kearinc wert FI b sheer hor FI bl sh vert PI shear strong ax Fi stea weak aa Pl axial Heam shear str Beam shear wk Beam aal Plate buckling Weh weld comnined Rear hearing har Beam beanrg wer Soc bl sh hor Sec bl sh vert FI bend strong ax PL bending weak ax FI combinec stress Beam bending str Beam bending wk Beam combined Prm local web shear 20 1 About BRY This connection can bear mainly axial forces and it s the state of the art for the bracing connection 20 2 Plate shape You can choose among four different plate shapes for the connection rectangular rectangular with front cuts rectangular w
99. ple the number of washers for each bolt or the shape of the stiffeners in the moment connections and so on It should be noted that those options are common to all modules and if changed into one module they apply to all the others too Also note that some options like the Default standard or Default language when multiple standards and languages are licensed only apply when a new file will be opened That is if language or standard of the module being used needs to be changed it should not be changed from the General options but is should be changed in the General tab of the form Options 1 Fun Shen sherry in ranbas ard stiffener shape in plates use Net area instead of manent connections Gross CC DIN NTC 1S SMi Weld note about 3 Reset throatorlegin Show wher wel i For Compr strength in members 1 l SEE sketch er atic 22 E and plates use Net area instead o 1 F Dont show message after dd or otf Washers per bolt Tiangular Gros EC DIN NTC IS Bolt head width diam 1 6 A tiles are saved Nutwidht diam 1 6 a F Hide tested range values in moment COU cornectons Use RESC specs to evalue ta aaa ES AISC LR D W Siow ie nare m skeld Size font formulas repo Small __ Deformation at bolt hole at service Resort into Microsoft WORD all Mises a design considiration directly equations too in MS style only for Office 2007 or later Default standard Euro
100. sign the name of the module being used with the code being used to save its files and with a brief description your comment box where the user can write your own notes the graphic window called also sketch or drawing that usually represents the connection in two different views front and top view used to display in real time the geometrical choices made by the user the result tab where the user can find all the checks of the designed connection 20 121 SCS Steel Connection Studio User manual other buttons between the graphic window and the result tab to manually update the calculations to manage the graphic window information to generate report or to export the graphical window data into dxf files 5 1 Data tab Here the user can insert the data for the design connection standard loads profiles bolts welding information stiffeners notches See specific paragraph 7 Data tab which has a general approach and the following paragraphs for single modules where different behaviors are eventually described and discussed 5 2 Message window Here there are message displayed automatically during the design Different types of messages can be shown suggestions symbol information messages with symbol warnings symbol This kind of message warns the designer about some potential problem It takes a decision by the user engineer to decide if the warning 1s acceptable that is he
101. t option assigns to vertical and horizontal welds only axial and shear actions if the geometry is as requested by UFM method that 1s axis from welds meet on bracing axis if this doesn t happen moment is shared between horizontal and vertical weld 4th and 5th options follow the same method but gives moment to vertical or horizontal weld respectively ia im Hb KISS method keep it simple stupid gives vertical component of brace force to vertical weld and horizontal componet to horizontal weld but it adds a moment to the weld given by multiplying the force on the weld for the eccentricity distance the third option only gives vertical component of brace force to vertical weld and horizontal componet to horizontal weld it can be considered like UFM Special Case 1 in 26 The forces calculated by UFM can be found in the Geometry tab Case He Vic H Vb re 70 18 70 88 31 58 If one of the twe connection is not a weld the user can find the force here and set up another design check in a differen module fin plate flexible end plate bolted cleats 20 6 Members 20 6 1 Secondary member Here you can choose the profile shape for the brace that it could be a L a channel an I an RHS a tube or a plate If you choose a L a channel or a plate for the shape of the brace you can also choose whether the selected profile is double or single 98 121 SCS Steel Connection Studio Help manual An I shaped profile
102. t save dose and Close The user cannot clear a member group if that group is already selected in any active form module In addition if a file is opened with members of a hidden group that group is made visible and the option saved so that group will be set visible in the filter HINT If a group contains members that are not commonly used say HEB profiles deeper than 600mm the user can change the group of those members to another group say Custom I 5 that is not commonly used and set as not visible 31 121 SCS Steel Connection Studio User manual If a module for example BR9 allow other shapes non I groups of those other shapes available in the module can be edited Shape IPE m UC ISJB ISLB ISMB Custom 2 HEA HEB lv UB Austr WB WC E Custom 3 W Austr UB UC NP E Custom 4 W metr E HM HW HN E HE HEC HSL HL Custom 5 IT HP Im HEAA HLS HEM E M S HP metr E IPEa ILS I Eo IPEv T Custom 1 Shape L L AISC L equal metr L unequal metr Custom L 1 Custom L 2 Custom L 3 Shape U U UPN ISUC ISLC ISMC UAP UPE Custon U 1 Z MC F Custon U 2 JIS GBC YEC F Custon U 3 E PFC UAP UPE Shape FI Imperial bars Fl PI custom FI 1 Custom FI 2 custom FI 3 32 121 SCS Steel Connection Studio User manual 6 3 3 Units General and Units Form In the submenus Units General and Units Form the user can manage units
103. te bearing hor ok 40 a Sec bearing hor ok 81 a AE Pl bearing vert ok 36 a Sec bearing vert ok 55 a h mm PI hI shear har nk 23 fal Ger hl oh har nk ROY fal Fin plate welded on primary web and both stiffeners with notches on secondary member NOTE See also par Weld Notch amp Stiffeners to complete the geometry of the connection If the plate is welded not only to the web but also to at least one flange the eccentricity is taken as zero unless the bolt group center lies beyond the weld 9 3 4 K N web and eccentricity The web weld is appointed to take all the N action This can be changed overwriting the default 100 value If the flange weld is present the part not withstand by the weld is withstood by the weld flange in shear If the plate is welded to the web only all forces go into the web weld If the plate is welded also to one or two flanges forces are divided between the web and the flange weld s The percentage is shown in the dedicated textbox that automatically divide forces 50 on web and the rest on flanges The engineer can choose through the overwrite button to change this percentage Consider the following assumptions by SCS the eccentricity is relative to the web weld only the flange weld s have no eccentricity the eccentricity increases algebraically the moment applied to the weld therefore a positive shear with a negative eccentricity weld axis on the right hand side of
104. the class bolt selection is opened the following is shown On the other hand if in the General option the choice is Show ONLY visible records of Materia table Bub ive table aul then the classes are truly not visible when the class bolt selection is opened 5 Increasing this value might be useful when importing from Staad or Sap2000 but it could slow consistently SCS if the number becomes too big maximum number of combinations is set to 499 If a file with say 15 load combinations is then opened with the option set to a lower number say 12 a warning will be displayed in the opening comuter and only the first 12 combinations will be imported the others will be lost 6 When a company has the internet floating license and it wants to release one license from this option locking it to a computer example one user will travel by plane and he she will not have access to the internet to open the license this option can be turned on 30 121 SCS Steel Connection Studio User manual 6 3 2 Member filter Also available from the button bar clicking amp In the submenu Member filter the user can apply a filter to the profile database that makes available for the calculations only the types of selected profile Shape IPE iv UC E Cuetom 2 HEA HEB F UB Custom 3 W Austr UB UC Custom 4 S HM HWW HN Custom 15 E HFAA HI S HFM E IPEa ILS PEo IPEv E Gilom 1 Save and Don
105. the connection axis will actually decrease a positive moment if the plate is welded to both flanges the total moment including eccentricity is divided between the distance between flange welds lever arm into opposite shears acting on flange welds The moment on the web weld is considered as zero in this situation 73 121 SCS Steel Connection Studio Help manual 10 Fin plate beam beam FP2 10 1 About FP2 The connection is the same as FP1 but it s between beams secondary and primary 10 2 Connection type You can choose between two connections type coincident axis of the two beams coincident top of steel of the two beams General Loads Members Plate amp Bolts Geometry Weld Notch amp Stiffeners m HEA300 IPE220 Automatic update z Coincident Axis General Loads Members Plate amp Bolts Geometry Weld Notch amp Stiffeners HEA300 IPE240 Automatic update X 10 3 Plate welding to primary You can choose among three different type of weld for the plate to primary member fin plate welded only on primary web fin plate welded on primary member web and top flange fin plate welded on primary member web and top and bottom flanges 74 121 SCS Steel Connection Studio Help manual 10 3 1 Fin plate welded on primary member web In this configuration in Weld Notch amp Stiffeners you can add a stiffener on the back side of the primary beam a
106. tions etc because due to some notes here reported and different versions of software with maybe some particular settings unidentified when preparing the macro and the fact two different entities are communicating through APIs many things could possibly go wrong or in a way not fully understood by the user 6 5 1 Sap2000 It starts with the following window ad Import started from file type fp2 fee which allows to open up a file Note if another import is contemporarily opened in another module of SCS the same file is referenced and the button Choose file to open will be grayed out The user is then prompted to choose at lease one joint and the secondary member in this joint 35 121 SCS Steel Connection Studio User manual Go to the open Sap2000 model select SECONDARY members AND JOINTS you want loads from THEN click OK A nonmmestenteype E E Selected joints 128 Secondary Member IPE240 Primary Member HE240A Filter Starts with E Case sensitive E Add to selection Once selection is made SCS loads the secondary member property name in a label since it s fixed it guesses the primary member according to the module where the import was started from example if it s a beam to beam connection a beam will be looked for if it s a column to beam connetion a column will be selected and so on The primary member is in a combo box because SCS might not be correct in the select
107. tivation keys received in the mail after your purchase must be copied and pasted into the Activation key box If you copy the keys during your first activation serial number is input the activation key box will appear automatically to input all the keys If you are buying keys at a later time to be able to input them please click on initial window form then on License information and Activation Key 66599 1 button on the License Viewer Modules Pee SCS Number of licenses per Computer 1 thereof 0 are ore Update Subscription not available License is valid until Enter Activation Key Eurocode available DIN inot available 4isc LRFD available Activation Key Transfer License Refresh Options You can digit the license or you can copy the license key and past it into the Activation key box then click the OK button If everything is ok SCS shows you this message Cancel Steel Connection Studia i The Activation Key has been applied successfully If online activation is requested then when you click OK it appears another window that asks you if you want to activate the license now or in a second time 10 121 SCS Steel Connection Studio User manual License Viewer lolx e Modules eG T SCS Number of licenses per Computer 1 thereof 0 are available License is valid until 14 01 2052 Activation done J Update Subscription not awailable Licens
108. we set equal to 1 by default However SCS gives the user the ability to overwrite this value if appropriate In this case the program will perform the calculations with the new value of kwe set by the user for further details see par 6 2 6 2 2 from 00 on bibl f 13 3 2Axial force modifies Mmaj E Axial force modifies Mmaj If there are a moment and a tension force on the beam for the calculation it is chosen to divide the tension force equally among all the bolts on the end plate 82 121 SCS Steel Connection Studio Help manual N n balt ie if h M co gt T j If there are a moment and a compression force on the beam for the calculation it is chosen to move the force to the extreme flange of the connection haunch flange or beam flange and modify the moment as consequence Mmod M N h 5 on bibl D m mE T 13 3 3Inelastic deformations are accepted Inelastic deformations are accepted This is active when the Moment calculation method is Aisc Design Guides See 24 for details 13 4 Members 13 4 1 Supplementary web plates The user can choose between two different configurations about the supplementary web plate for the column web It is possible to add one or two web plates and there are two different types of welds full penetration butt weld or fillet weld To add one supplementary web plate just put a non zero width i
109. y available BS not available 4isc 450 nok available France not available 3 1 1 Online check The license needs to be checked online every 3 months approximately When the user is required to do so it s necessary to make the check otherwise the license will stop working after a short grace period 11 121 SCS Steel Connection Studio User manual 3 2 Internet Floating license 3 2 1 Basics The internet floating license allows customers to use the same license over multiple devices though not simultaneously The license 1s through a internet connection checked out and at the end of the session checked back in The following messages will appear at start and end Web Activation The license has to be checked online Please provide a connection to the Internet and activate it Proxy se tings Web Activation The license is deactivated online Please provide a connection to the Internet and activate it Proxy se tings If the user wants to temporarily lock the license to one device because he she knows he she will not have an internet connection available example a long flight or simply because for some time the license will be used only on one device this can be done clicking in the general options the following option Turn off Internet floating license only takes effect if floating license is owned Unchecking the option will reactivate the float

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