Contents1. Beam to Column Connection1.1 1.2 1.3 1.4 1.5 1.6 General Equivalent -stub Welds Moment resistance Shear resistance Rotational stiffness

2. Input data of the connection2.1 2.2 2.3 2.4 Data of Column Data of Beam Connection Details Bolts

3. Strength Results - Node : 1 LC : 13.1 Applied Moments and Forces 3.2 Stiffness Results 3.3 Column's Web in shear - Full Results 3.4 Column's Web In Compression - Full Results 3.5 Beams Flange And Web In Compression - Full Results 3.6 Column's Flange in Bending - Full Results 3.7 Column's Web In Tension - Full Results 3.8 End Plate in Bending - Full Results 3.9 Beams Web In Tension - Full Results 3.10 Strength Results (My) 3.11 Connection's Final Strength 3.12 Strength Results (Vz) 3.13 Connection's Final Strength (V) 3.14 Strength of the Welds

4. Summary4.1 Summary Table 4.2 Legend

1. Beam to Column Connection1.1 GeneralThis category includes beam to column moment connections. The connection types that the program covers are the following: Welded beam to column connection.

Bolted beam to column connection. Bolted beam to column connection with angle cleats.

The solution of the above referred connections is based on the "basic component method". This method calculates the connection final strength from the resistances of it's "basic components". The "basic components" for these connections are: a) Column web panel in shear

For a single sided or double sided joint in which the beam depths are similar the shear resistance of an unstiffened web column web panel obtained from the relation : VWp,Rd =(0.9 fy,wc Avc ) /v3 mo ( J 3.5.1.) When the column web is reinforced by adding supplementary web plates or transverse stiffeners, the shear area or the resistance in shear accordingly are properly increased. b) Column web in compression

The resistance of an unstiffened column web subject to transverse compression obtained from the relation: Fc, wc , Rd = beff,c wc * twc*fy,wc kwc / o ( J 3.5.2.) c) Column web in tension

The resistance of an unstiffened column web subject to transverse tension obtained from the relation: Ft , wc , Rd = beff,t,wc *twc * fy,wc / mo( J 3.5.3.) where is the reduction factor to allow for the possible effects of shear in the column web panel. d) Column flange in bending

In case of an unstiffened column flange at an welded join the resistance in bending should be obtained using the relation : Ffc,Rd = beff,b,Fc * tFb*fy,Fb / mo ( J 3.5.4.1) In the case of a bolted connection the resistance and the failure mode of the column flange in bending together with the associated bolts in tension is considered similar to those of an equivalent T-stub for both: each individual bolt-row required to resist tension each group of bolt-rows required to resist tension e) End plate in bending

The resistance and the failure mode of an end plate in bending together with the associated bolts in tension is considered similar to those of an equivalent T-stub for both: each individual bolt-row required to resist tension each group of bolt-rows required to resist tension In the case of beam to column connection with angle cleats the specific check is replaced by the angle cleat in bending check which also follows the methodology of the equivalent T-stub. f) Beam flange and web in compression

The resistance of the beam flange and the adjacent compression zone of the beam web is obtained by the formula: Fc,fb,Rd = Mb,Rd / ( h - tFb ) ( J 3.5.7) g) Beams web in tension

In the case of bolted connection the resistance of the beam's web in tension is obtained by the formula: Ft,wb,Rd = beff,t,wb * twb * fy,wb / mo ( J 3.5.8) Where the effective width beff,t,wb of the web is taken as equal to the effective length of the equivalent T-stub representing the end plate in bending.

1.2 Equivalent -stubAs said before the modeling of the equivalent T-stub is used in order to calculate the resistance of some of the connection's "basic components". The components of the connection are modeled as Tstubs and examined individually or as bolt groups. Three possible modes of failure are taken into account which are the following: a) Complete yielding of the flange

FT, Rd =

4 Mpl1, Rd m

b) Bolt failure with yielding of the flange

FT, Rd =

2 Mpl2, Rd + n Bt, Rd m+n

c)

Bolt failure

FT, Rd = Bt, Rd

1.3 WeldsIn addition to the checks of the "basic components" for the welded and bolted with end plate beam to column connections ,the check of the resistance of the welds between the beam and the column or the end plate accordingly is being performed, using the following formulas (EC3 Annex M): 2 + 3 ( 2 + // 2 ) fu /( w Mw ) fu / Mw

where : - = N sd /Aw + y,sd / wy + Mz,sd / wz = Vz,sd / A w // = Vy,sd / A w

1.4 Moment resistanceThe final moment resistance of the connection is obtained from the formula: M j, Rd = hr Ftr, Rd r where : Ftr,Rd id the effective tension resistance of bolt row r h r is the distance of the bolt row r from the center of the compression

1.5 Shear resistanceConcerning the resistance of the connection in shear the following checks are performed: a) resistance of the bolts in shear b) resistance of the blades in bearing c) resistance in slipping (prestressed bolts) The strength of a bolt in shear is being calculated by using the following EC3 formulas : 0,6 fnb fs fv, Rd = mb , for 4.6 / 5.6 / 8.8 bolt qualities 0,5 fnb fs fv, Rd = mb , for 4.8 / 5.8 / 10.9 bolt qualities 0,6 fnb f fv, Rd = mb , for all the bolt qualities when the shear plane passes through the unthreaded portion of the bolt The strength of the steel blades (end plate - column's flange) in bearing is being calculated by using the formula : 2,5 fnb t fb, Rd = mb The contribution of one bolt to the strength of the connection in slipping is being calculated by using the following EC3 formula : k s n fp, Cd fs, Rd = ms The strength in shear of the bolts that are simultaneously tensioned and sheared is being reduced as follows: Fv, Sd Ft, Sd + 1.0, for not prestressed bolts Fv, Rd 1.4 Ft, Rd

k n (FP,Cd 0.8 * Ft,Sd,ser ) fs, Rd, ser = s , for prestressed bolts (category B) M, ser k n (FP,Cd 0.8 * Ft,Sd ) fs, Rd = s , for prestressed bolts (category C) M, ult The resistance in shear for each bolt row is the minimum result of the above checks and the final resistance of the connection in shear is found by adding the resistances of all the bolt rows of the connection.

1.6 Rotational stiffnessThe procedure of the solution is described in the Annex J of EC3 in the paragraph J.4. The rotational stiffness of the joint is determined by the flexibility of the "basic components" through the elastic stiffness coefficient ki as shows the next EC3 formula :Sj = E z2 1 i ki

where:

(J.34)

kj is the stiffness coefficient of the "basic component" i z is the lever arm is the fraction of the stiffness Sj,ini/Sj Sj,ini is the initial rotation stiffness given by the same expression (J.34) with =1.0 When elastic global analysis is used the joints should be classified according to their stiffness. In the case of a semi-rigid joint its rotational stiffness should be taken as equal to the value of Sj. As a simplification the rotational stiffness may be taken equal to: SJ,ini when MJ,Sd does not exceed 2/3 MJ,Rd SJ,ini/n when MJ,Sd exceeds 2/3 MJ,Rd

Simplified bi-linear design moment-rotation characteristic Steel connections program calculates both values of SJ and SJ,ini. The beam to column joints are classified as rigid, nominally pined or semi-rigid according to its stiffness through the comparison of their rotational stiffness SJ,ini and the boundaries given by EC3 Annex J which

are: Braced frames Zone 1: rigid, if SJ,ini 8EI/Lb Zone 2: semi-rigid Zone 3: nom.pinned , if SJ,ini 0.5EI/Lb 0.5EI/Lb Unbraced frames Zone 1: rigid, if SJ,ini 25EI/Lb Zone 2: semi-rigid Zone 3: nom.pinned, if SJ,ini

Boundaries for stiffness clasification of beam to column joints

2. Input data of the connection

2.1. Data of ColumnType............................................................. ..... HEM260 Steel grade............................................................ Fe510 Height........................................................... ........ 290 mm Width............................................................ ........ 268 mm Web thickness........................................................... .. 18 mm Flange thickness........................................................ 32.5 mm

2.2. Data of BeamType............................................................. ..... IPE360 Steel

grade............................................................ Fe510 Height........................................................... ........ 360 mm Width............................................................ ........ 170 mm Web thickness........................................................... ... 8 mm Flange thickness........................................................ 12.7 mm

2.3. Connection DetailsConnection type................. Beam to column con. welded or with end plate Number of Beams............................................................ 2 Steel grade............................................................ Fe510 End plate's Height....................................................... 780 mm End plate's Width........................................................ 220 mm End plate's Thickness..................................................... 40 mm Distance from top of end plate to top of beam............................. 95 mm Weld thickness Af.......................................................... 8 mm Weld thickness Aw.......................................................... 8 mm Stiffener's Width b..................................................... 76,0 mm Stiffener's Thickness t................................................... 25 mm Haunch........................................................... ........ YES Haunche's Height......................................................... 200 mm Haunche's Length......................................................... 200 mm

2.4. BoltsBolts

type............................................................... M27 Bolt's steel grade...................................................... 10,9 Number of bolt rows........................................................ 7 Number of bolt columns..................................................... 2 Distance W............................................................... 110 mm Edge distance............................................................ . 55 mm Distance H(1)............................................................ 100 mm Distance H(2)............................................................. 75 mm Distance H(3)............................................................. 75 mm Distance H(4)............................................................. 75 mm Distance H(5)............................................................ 130 mm Distance H(6)............................................................ 200 mm Top edge distance......................................................... 55 mm Bottom edge distance...................................................... 70 mm

3. Strength Results - Node : 1 LC : 1

3.1. Applied Moments and ForcesMoment Up (KNm) = 0,00 Shear Up = 0,00 Axial Up = 0,00 Moment left(KNm) = 545,20 Shear left = -244,10 Axial left = 0,00 Moment right(KNm) = -545,40 Shear right = 244,10 Axial right = 0,00 Moment Down(KNm) = 0,00 Shear Down = 0,00 Axial Down = 0,00

3.2. Stiffness Results

K1 =................................................................... .... K2 =................................................................... .... K3(6) =................................................................ 11,99 K4(6) =................................................................... . K5(6) =............................................................... 177,73 K10(6) =................................................................ 7,34 K3(7) =................................................................ 11,99 K4(7) =................................................................... . K5(7) =................................................................ 61,68 K10(7) =................................................................

7,34 Keq =................................................................... 8,36 Zone =................................................................... .. 1

3.3. Column's Web in shear - Full ResultsNot checked because Beta = 0 (no shear in web panel)

3.4. Column's Web In Compression - Full ResultsTwcEff........................................................... ....... 0,00 mm BeffComp......................................................... ....... 0,00 mm LamdaP........................................................... ....... 0,00 Omega............................................................ ....... 0,00 Sigma,comp....................................................... ....... 0,00 MPa Kwc.............................................................. ....... 0,00 FcwcRd........................................................... ....... 0,00

3.5. Beams Flange And Web In Compression - Full ResultsAv,b............................................................. ....... 0,00 mm VplbRd........................................................... ....... 0,00 kN McRd............................................................. ....... 0,00 kNmm FcfbRd........................................................... ....... 0,00 kN FcfbRd(6)........................................................ ..... 391,92 kN FcfbRd(7)........................................................ .... 1033,82 kN

3.6. Column's Flange in Bending - Full Results

Bolt Row 6 (Row Adjacent to Stiffener) Geometrical Parameters Ec............................................................... ...... 79,00 mm E1c.............................................................. ...... 70,00 mm Ep............................................................... ...... 55,00 mm Emin............................................................. ...... 55,00 mm Mc............................................................... ...... 26,80 mm Nc............................................................... ...... 33,50 mm P................................................................ ..... 165,00 mm Effective Lengths Calculation as Individual Bolt Row Lamda1........................................................... ....... 0,25 Lamda2........................................................... ....... 1,14 alpha............................................................ ....... 6,28 Circular Pattern for Row 6 2*PI*mc.......................................................... ..... 168,39 mm Other Pattern for Row 6 alfa*mc.......................................................... ..... 168,39 mm Mpl1,Rd.......................................................... 14350,17 kNmm Mpl2,Rd.......................................................... ... 14350,17 kNmm Fmode1........................................................... .... 2141,82 kN Fmode2........................................................... ..... 843,16 kN Fmode3........................................................... ..... 660,96 kN ... Fmin............................................................. ..... 660,96 kN Effective Lengths Calculation as Member of Bolts Group Circular Pattern for Row 6 PI*m + P.............................................................. 214,19 mm Other Pattern for Row 6 0.5*P + alfa*mc - (2*mc + 0.625*Ec)................................... 130,41 mm Final Strength FtcfbRd (6)............................................ 660,96 kN

Bolt Row 7 (Row Adjacent to Stiffener) Geometrical Parameters Ec............................................................... ...... 79,00 mm E1c.............................................................. ...... 70,00 mm Ep............................................................... ...... 55,00 mm Emin............................................................. ...... 55,00 mm Mc............................................................... ...... 26,80 mm Nc............................................................... ...... 33,50 mm P................................................................ ..... 200,00 mm Effective Lengths Calculation as Individual Bolt Row Lamda1........................................................... ....... 0,25 Lamda2........................................................... ....... 0,41 alpha............................................................ ....... 6,28 Circular Pattern for Row 7 2*PI*mc.......................................................... ..... 168,39 mm Other Pattern for Row 7 alfa*mc.......................................................... ..... 168,39 mm Mpl1,Rd.......................................................... 14350,17 kNmm Mpl2,Rd.......................................................... ... 14350,17 kNmm Fmode1........................................................... .... 2141,82 kN Fmode2........................................................... ..... 843,16 kN Fmode3........................................................... ..... 660,96 kN ... Fmin............................................................. ..... 660,96 kN Final Strength FtcfbRd (7)............................................ 660,96 kN

3.7. Column's Web In Tension - Full Resultstwc,eff.......................................................... ....... 0,00 mm Bolt Row 6 Effective Length......................................................

168,39

mm

Omega............................................................ ....... 0,70 FtwbRd........................................................... ..... 682,15 kN Final Strength FtwcRd (6)............................................. 682,15 kN Bolt Row 7 Effective Length...................................................... 168,39 mm Omega............................................................ ....... 0,70 FtwbRd........................................................... ..... 682,15 kN Final Strength FtwcRd (7)............................................. 682,15 kN

3.8. End Plate in Bending - Full ResultsBolt Row 6 (First Bolt Row Below Tensioned Flange of Beam) Geometrical Parameters Ec............................................................... ...... 79,00 mm Ep............................................................... ...... 55,00 mm Emin............................................................. ...... 55,00 mm ex............................................................... ...... 70,00 mm Mp............................................................... ...... 41,95 mm Mxp.............................................................. ...... 45,95 mm P................................................................ ..... 165,00 mm m................................................................ ...... 41,95 mm n................................................................ ...... 52,44 mm Effective Lengths Calculation as Individual Bolt Row Lamda1........................................................... ....... 0,43 Lamda2........................................................... ....... 1,27 alpha............................................................ ....... 5,75 Circular Pattern for Row 6 2*PI*Mp..........................................................

..... 263,57 mm Other Pattern for Row 6 alfa*Mp.......................................................... ..... 241,17 mm Mpl1,Rd.......................................................... 31132,78 kNmm Mpl2,Rd.......................................................... ... 31132,78 kNmm Fmode1........................................................... .... 2968,63 kN Fmode2........................................................... .... 1026,90 kN Fmode3........................................................... ..... 660,96 kN ... Fmin............................................................. ..... 660,96 kN Effective Lengths Calculation as Member of Bolts Group Circular Pattern for Row 6 PI*Mp + P............................................................. 261,79 mm Other Pattern for Row 6 0.5*p + alfa*Mp - (2*Mp + 0.625*Ep)................................... 187,90 mm Final Strength FtepbRd (6)............................................ 660,96 kN Bolt Row 7 (Bolt Row Outside Tensioned Flange of Beam) Geometrical Parameters Ec............................................................... ...... 79,00 mm Ep............................................................... ...... 55,00 mm Emin............................................................. ...... 55,00 mm ex............................................................... ...... 70,00 mm Mp............................................................... ...... 41,95 mm Mxp.............................................................. ...... 45,95 mm P................................................................ ..... 200,00 mm m................................................................ ...... 45,95 mm n................................................................ ...... 57,44 mm Effective Lengths Calculation as Individual Bolt Row Circular Pattern for Row 7 2*PI*MxP......................................................... ..... 288,71 mm PI*MxP +

W............................................................ 254,35 mm PI*MxP + 2*Ep......................................................... 254,35 mm Effective Length...................................................... 254,35 mm Other Pattern for Row 7 0.5*bp........................................................... ..... 110,00 mm 0.5*w + 2*mx + 0.625*ex............................................... 190,65 mm 4*MxP + 1.25*ex....................................................... 271,30 mm Ep + 2*MxP + 0.625*ex................................................. 190,65 mm Effective Length...................................................... 110,00 mm Mpl1,Rd.......................................................... 14200,00 kNmm Mpl2,Rd.......................................................... ... 14200,00 kNmm Fmode1........................................................... .... 1236,15 kN Fmode2........................................................... ..... 641,90 kN Fmode3........................................................... ..... 660,96 kN ... Fmin............................................................. ..... 641,90 kN Final Strength FtepbRd (7)............................................ 641,90 kN

3.9. Beams Web In Tension - Full ResultsBolt Row 6 Effective Length...................................................... 241,17 mm FtwbRd........................................................... ..... 622,66 kN Final Strength FtwbRd (6)............................................. 622,66 kN Bolt Row 7 Effective Length......................................................

110,00

mm

FtwbRd........................................................... ..... 284,00 kN Final Strength FtwbRd (7)................................................. --

3.10. Strength Results (My)Column's web panel in Shear Vwp,Rd( 6)..................................... - kN Column's web in compression Fc,wc,Rd( 6)................................... - kN Beam's flange and web in compression Fc,fb,Rd( 6).................... 391,921 kN Column's web in tension Ft,wc,Rd( 6)................................. 682,147 kN Column's flange in bending Ft,fc,Rd( 6).............................. 660,960 kN Failure Modes.............................................................. 3 End plate in bending Ft,ep,Rd( 6).................................... 660,960 kN Failure Modes.............................................................. 3 Beam's web in tension Ft,wb,Rd( 6)................................... 622,656 kN Tension resistance Ftr,Rd of bolt-row 6.............................. 391,92 kN Column's web panel in Shear Vwp,Rd( 7)..................................... - kN Column's web in compression Fc,wc,Rd( 7)................................... - kN Beam's flange and web in compression Fc,fb,Rd( 7)................... 1033,821 kN Column's web in tension Ft,wc,Rd( 7)................................. 682,147 kN Column's flange in bending Ft,fc,Rd( 7).............................. 660,960 kN Failure Modes.............................................................. 3 End plate in bending Ft,ep,Rd( 7).................................... 641,901 kN Failure Modes.............................................................. 2 Beam's web in tension Ft,wb,Rd( 7)......................................... - kN Tension resistance Ftr,Rd of bolt-row 7.............................. 641,90 kN

Bolt's resistance in Tension......................................... 330,480 kN Beam's flange and web in compression check enabled....................... YES Applied moment My,sd.................................................. 545,20 KNm Moment design resistance My,Rd........................................ 550,85 KNm (My,Sd / My,rd) = (545,20 / 550,85) = 0,99 < 1.............................. O.K.

3.11. Connection's Final Strength => (My,sd/My,Rd) + (Mz,sd/Mz,Rd) = 0,99 + 0,00 = 0,99 < 1 O.K. 3.12. Strength Results (Vz)Vz,rd(1) =........................................................... 550,080 kN Vz,rd(2) =........................................................... 550,080 kN Vz,rd(3) =........................................................... 550,080 kN Vz,rd(4) =........................................................... 550,080 kN Vz,rd(5) =........................................................... 550,080 kN Vz,rd(6) =........................................................... 317,099 kN Vz,rd(7) =........................................................... 168,496 kN Bolt's resistance in Shear........................................... Bolt's resistance in Bearing......................................... 275,040 kN 522,113 kN

Applied shear Vz,sd.................................................. -244,10 kN Shear design resistance Vz,Rd,b...................................... 3236,00 kN (Vz,Sd / Vz,rd) = (-244,10 / 3236,00) = 0,08 < 1............................ O.K.

3.13. Connection's Final Strength (V) => (Vz,sd/Vz,Rd) + (Vy,sd/Vy,Rd) = 0,08 + 0,00 = 0,08 < 1 O.K. 3.14. Strength of the Welds

For moments My,sd Mz,sd : Aw = 2*B*af + 2*(H - 2*c)*aw + 4*b1*af.............................. 12713,60 mm ttot = ((Vy_Sd / Aw) + (Vz_Sd / Aw))................................ 0,019 kN/mm Wwy.............................................................. . 1820983,00 mm Wwz.............................................................. .. 159304,30 mm sperp = |My_Sd| / Wwy + |Mz_sd| / Wwz) + Nsd / Aw...................... 0,299 kN/mm

=> sperp = 0,299 < fu/?w = 0,408....................................... O.K.stot = (3 * ttot + sperp)........................................... 0,301 kN/mm Bw (J 6.6.5.3(5))....................................................... 0,90

=> stot = 0,301 < fu/Bw*?w = 0,453..................................... O.K. =>=> The check of the welds is OKO.K.

For moment My,Rd= Mpl,b = 328,86 kNm (AnnexJ 3.1.3(4)) : sw = 0,181 < fu/?w = 0,408 The check of the welds is OK

4. Summary4.1. Summary TableNodes Welds 1 0,73 Loadcas 1 Maximum 0,99 Mysd/My 0,99 Vzsd/Vz 0,08 Mzsd/Mz -Vysd/Vy -Biax.Mo 0,99 Biax.Sh --

4.2. LegendMaximum Mysd/Myrd Vzsd/Vzrd Mzsd/Mzrd Vysd/Vyrd Biax.Mom Biax.Shr Welds -> -> -> -> -> -> -> -> The Maximum ratio Connection's Strength Connection's Strength Connection's Strength Connection's Strength Connection's Strength Connection's Strength Welds Resistance in in in in in in Moment of Major Axis Shear of Major Axis Moment of Minor Axis Shear of Minor Axis Biaxial Bending Biaxial Shear