Example 4: Design of a Rigid Column Bracket (Bolted)

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1 Worked Example 4: Design of a Rigid Column Bracket (Bolted) Example 4: Design of a Rigid Column Bracket (Bolted) Page : 1 Example 4: Design of a Rigid Column Bracket (Bolted) Determine the size of the components required to connect the bracket to the column shown in figure below using Grade S355 steel. The forces shown are applied to one gusset plate at ultimate load. e h = x 254 x 89 kg V = 180 kn H = 50 kn t f = 17.3 S g h g = B g = 230 e v = 310 H g = at 80 t g = L g = b f = Analysis of bolt group Second moment of area of the weld group about the centroidal y-y axis I y = 4( ) = 128 x 10 3 mm 4 Second moment of area of the weld group about the centroidal z-z axis I z = 10(70) 2 = 49 x 10 3 mm 4 Second moment of area of the bolt group about the centroidal polar axis (x-x) I x = I y + I z = ( ) x 10 3 = 177 x 10 3 mm 4 226

2 Example 4: Design of a Rigid Column Bracket (Bolted) Page : 2 Maximum vector force (z-z axis direction) F z = (V / n b ) + [(Ve h + He v ) y n / I x ] = (180/10) + { [ ((180 x 200) + (50 x 310)) 70] / 177 x 10 3 ) } = kn Maximum vector force (y-y axis direction) F y = (H / n b ) + [(Ve h + He v ) z n / I x ] = (50/10) + { [ ((180 x 200) + (50 x 310)) 160] / 177 x 10 3 ) } = kn Thus, the design force on the bolt F r, Ed = (F 2 z + F 2 y ) = ( ) + ( ) = kn Bolt resistance Resistance of M30 Class 4.6 bolts in single shear T3.1 For Grade 4.6 bolts, A t = A s = 561 mm 2, f ub = 400 N/mm 2 and α v = 0.6 F v, Rd = (0.6A s f ub ) / γ M2 = [(0.6) (561) (400)] / 1.25 = N = kn F r, Ed = kn < F v, Rd = kn Annex A4 T3.1 However the recommended maximum bolt diameter for a column flange width of 254 mm is 24 mm. Use higher class of bolt. Therefore, use M20 Class 8.8 bolts not preloaded, the resistance in single shear For Grade 8.8 bolts, A t = A s = 245 mm 2, f ub = 800 N/mm 2 and α v = 0.6 F v, Rd = (0.6A s f ub ) / γ M2 = [(0.6) (245) (800)] / 1.25 = N = kn F r, Ed = kn < F v, Rd = kn 227

3 Example 4: Design of a Rigid Column Bracket (Bolted) Page : 3 Resistance of M20 Class 8.8 bolts in bearing on the gusset plate t = 10 mm α d = 40 / (3 x 22) = 0.61 f ub / f u = 800 / 510= 1.57 > α d Therefore, α b = e 2 / d = [(2.8 x 58) / 22] 1.7 = 5.68 > 2.5 Therefore, k 1 = 2.5 Thus, F b, Rd = (k 1 α b f u dt) / γ M2 = (2.5 x 0.61 x 510 x 20 x 10) / 1.25 = N = kn F b, Rd = kn > F r, Ed = kn Bolt slip resistance 3.9.1(2) Using pre loaded M22 Class 10.9 bolts F p, C = 0.7 x 800 x 245 = N = kn T3.6 k s = 1.0 T3.7 μ = (2) γ M3 = (1) F s, Rd = (1.0 x 0.5 x ) / 1.1 = kn F s, Rd = kn < F r, Ed = kn NOT Therefore, try another bolt 228

4 Example 4: Design of a Rigid Column Bracket (Bolted) Page : 4 Structural Design of Steelwork to EN 1993 and 1994 Third Edition by Lawrence Martin and John Purkiss To determine the thickness of the gusset plate for the bolted joint L g = [ ( ) / 2 ] = mm s g = [ ( ) / 2 ] = mm Width of the gusset plate perpendicular to the free edge B g = L g / [(L g / H g ) 2 + 1] 0.5 = / [ ( / 400) 2 + 1] 0.5 = mm Replace the term P u s g with Vs g + Hh g, the thickness of the gusset plate Grade S355 t g = [2(Vs g + Hh g ) / (f y B g 2 / γ M1 )] + (B g / 80) = [(2((180 x ) + (50 x 150))) x 10 3 /((355 x ) / 1.0) ] + (230 / 80) = 7.66 mm Therefore, use a 10 mm thick plate of Grade S355 Check for the slenderness ratio of the gusset plate l g / i g = 2(3 1/2 )(B g / t g ) = 2(3 1/2 )(230/ 10) = < 185, the limit of the slenderness ratio for the application of the theory 229

5 Worked Example 5: Design of a Rigid Column Bracket (Welded) Example 5: Design of a Rigid Column Bracket (Welded) Page : 1 Example 5: Design of a Rigid Column Bracket (Welded) Determine the size of the components required to connect the bracket to the column shown in figure below using Grade S355 steel. The forces shown are applied to one gusset plate at ultimate load. e h = x 76 Channels V = 180 kn H = 50 kn t f = 17.3 S g = 150 h g = 150 H g = d w = 400 B g = 196 e v = t g = 10 b w = 200 L g = 225 H = Analysis of weld group The total length of weld L w = 2(d w + b w ) = 2( ) = 1200 mm Second moment of area of the weld group about the centroidal y-y axis I y = 2[(d w 3 /12) + b w (d w /2) 2 ] = 2[(400 3 /12) + 200(400/2) 2 ] = x 10 6 mm 4 Second moment of area of the weld group about the centroidal z-z axis I z = 2[(b w 3 /12) + d w (b w /2) 2 ] = 2[(200 3 /12) + 400(200/2) 2 ] = 9.33 x 10 6 mm 4 Second moment of area of the bolt group about the centroidal polar axis (x-x) I x = I y + I z = ( ) x 10 6 = 36 x 10 6 mm 4 230

6 Example 5: Design of a Rigid Column Bracket (Welded) Page : 2 Maximum vector force (z-z axis direction) F z = (V / L w ) + [(Ve h + He v ) y n / I x ] = (180/1200)+{[((180 x 200)+(50 x 310))100] / 36 x 10 6 )} = 0.29 kn/mm Maximum vector force (y-y axis direction) F y = (H / L w ) + [(Ve h + He v ) z n / I x ] = (50/1200)+{[ ((180 x 200)+(50 x 310)) 200] / 36 x 10 6 )} = 0.33 kn/mm Thus, the design force on the bolt F r, Ed = (F 2 z + F 2 y ) = ( ) + ( ) = 0.44 kn/mm Fillet weld resistance F w, Rd = f u a / (3 1/2 β w γ M2 ) = (430 x 0.7 x 6) / (3 1/2 x 0.9 x 1.25) = N/mm = 0.93 kn/mm F w, Rd = 0.93 kn/mm > F r, Ed = 0.44 kn/mm 231

7 Example 5: Design of a Rigid Column Bracket (Welded) Page : 3 Structural Design of Steelwork to EN 1993 and 1994 Third Edition by Lawrence Martin and John Purkiss To determine the thickness of the gusset plate for the welded joint Width of the gusset plate perpendicular to the free edge B g = L g / [(L g / H g ) 2 + 1] 0.5 = 225 / [ (225 / 400) 2 + 1] 0.5 = mm Replace the term P u s g with Vs g + Hh g, the thickness of the gusset plate Grade S355 t g = [2(Vs g + Hh g ) / (f y B g 2 / γ M1 )] + (B g / 80) = [(2((180 x 150) + (50 x 150))) x 10 3 /((355 x ) / 1.0) ] + (196 / 80) = 7.51 mm Therefore, use a 10 mm thick plate of Grade S355 Check for the slenderness ratio of the gusset plate l g / i g = 2(3 1/2 )(B g / t g ) = 2(3 1/2 )(196/ 10) = < 185, the limit of the slenderness ratio for the application of the theory 232

Job No. Sheet 1 of 6 Rev B. Made by IR Date Oct Checked by FH/NB Date Oct Revised by MEB Date April 2006

Job No. Sheet 1 of 6 Rev B. Made by IR Date Oct Checked by FH/NB Date Oct Revised by MEB Date April 2006 Job No. Sheet 1 of 6 Rev B, Route de Limours Tel : (0)1 0 85 5 00 Fax : (0)1 0 5 75 8 Revised by MEB Date April 006 DESIGN EXAMPLE 6 BOLTED JOINT A 0 0 angle loaded in tension is to be connected to a gusset