Beam-column Using Double Angle Cleat

STRUCTURAL STEELWORK & TIMBER DESIGN - ECS328 STEEL JOINT DESIGN JUN - OCT13 MA.T

Clause

Remarks Bolted Beam to Column Connection using Web Cleats Show that the double angle web cleat beam-to-column connection detail shown below to resist the design shear force, VEd, of 200 kN. Take steel grade as S275 and the bolts are class 8.8 and having diameter of 16 mm.

Configuration Column Beam Connection Double Angle

Beam to Column Flange 254 x 254 x 89 UC, S275 406 x 140 x 46 UB, S275 Double Angle connection using non-preload bolts, class 8.8, M16 90 x 90 x 10mm thk. – 260mm, S275

�

STRUCTURAL STEELWORK & TIMBER DESIGN - ECS328 STEEL JOINT DESIGN JUN - OCT13 MA.T

1. JOINT DETAILS AND SECTION OF PROPERTIES COLUMN 254 x 254 x 89kg/m UC, S275 Web thickness, twc Flange thickness, tfc  Yield Strength, fyc Ultimate Strength, fuc

10.3 mm 17.3mm 275 N/mm2 430 N/mm2

BEAM 406 x 140 x 46 kg/m UB, S275 Web thickness, twbl Flange thickness, tfbl Yield Strength, fybl Ultimate Strength, fubl DOUBLE ANGLE, 90 x 90 x 10mm thk, S275

6.8 mm 11.2 mm 275 N/mm2 430 N/mm2

Depth, hp Thickness, tp Yield Strength, fyp Ultimate Strength, fup

260 mm 10 mm 275 N/mm2 430 N/mm2

Direction of Load Transfer Number of bolts row, n1 Plate Edge to first bolt row, e1 Pitch between bolts row, p1

5 30 mm 50 mm

Direction to perpendicular to load transfer Numbers of vertical lines of bolts, n2 Plate Edge to first bolt line, e2 Gauge,  p2

1 45 mm 96.8 mm

BOLTS, NON PRELOAD, M16 CLASS 8.8 BOLTS Gross Section of Bolt, A (un-threaded portion) Tensile Stress Area, As (threaded portion) Diameter of shank, d Diameter of Holes, do Yield Strength, fyb Ultimate Strength, fub

�

201 mm2 157 mm2 16 mm 18 mm 640 N/mm2 800 N/mm2

STRUCTURAL STEELWORK & TIMBER DESIGN - ECS328 STEEL JOINT DESIGN JUN - OCT13 MA.T

2. POSITIONING OF HOLES FOR BOLTS 3.5(1)

Minimum and maximum spacing and end and edge distance for bolts and rivets are given in Table 3.3

Table 3.3

Minimum

Maximum

End distance, e1

= 1.2 do = 1.2 (18) = 21.6 mm

= 4t + 40mm = 4(10) + 40mm = 80 mm

Edge distance, e2

= 1.2 do = 1.2 (18) = 21.6 mm

= 4t + 40mm = 4(10)+ 40mm = 80 mm

Spacing,  p1

= 2.2 do = 2.2 (18) = 39.6 mm

= smaller of 14t  or 200mm = 14 (10) = 140 mm

Since – 21.6mm < 30mm < 80mm .: End distance, e1 satisfied - 21.6mm < 45mm < 80mm .: Edge distance, e2 satisfied - 39.6mm < 50mm < 140mm .: Spacing, p1 satisfied 3. BOLTED CONNECTION Shear Resistance Of Bolts Group (at Supporting Column) For this example, we assume that the shear plane passes through threaded portion of the bolt. Hence, tensile stress area of bolt As = 157mm2 and for bolt class 8.8, αv = 0.6 Table 3.4

Fv,Rd = (αv fub As ) / γM2 = (0.6 x 800 x 157) / 1.25 = 60.28kN Hence, shear resistance of bolt group, Vv,Rd Vv,Rd = Fv,Rd x n =60.28kN x 10 =602.8kN

�

STRUCTURAL STEELWORK & TIMBER DESIGN - ECS328 STEEL JOINT DESIGN JUN - OCT13 MA.T

Bearing Resistance Of Bolt Group (at Supporting Column) Table 3.4

Fb,Rd = (k 1 αb fu d t ) / γM2 Where αb is the smallest of αd , fub/fup , 1.0 For end bolts αd = e1/3do = 30 / 3(18) = 0.56 For inner bolts αd = ( p1/3do) – (1/4) = (50/3(18)) – (1/4) = 0.68 fub/fup = 800/430 = 1.86 .: smallest αd = αb = 0.56 And k 1 for edge bolts is smallest of: (2.8e2/d0) – 1.7) , (1.4( p2/do) – 1.7 and 2.5 (2.8e2/d0) – 1.7 = (2.8(45)/18) – 1.7 = 5.3 (1.4( p2/do) – 1.7 = (1.4(96.8/18) – 1.7 = 5.83 And k 1 for inner bolts is smallest of: (1.4( p2/do) – 1.7 or 2.5 (1.4( p2/do) – 1.7 = (1.4(96.8/22) – 1.7 = 4.46 .: smallest k 1 = 2.5 .: Fb,Rd = (k 1 αb fup d tp ) / γM2 = (2.5 x 0.56 x 430 x 16 x 10) / 1.25 = 77.1kN Bearing Resistance of bolt Groups, Vb,Rd Vb,Rd = Fb,Rd x n =77.1 kN x 10 = 771 kN

�

STRUCTURAL STEELWORK & TIMBER DESIGN - ECS328 STEEL JOINT DESIGN JUN - OCT13 MA.T

Shear Resistance Of Bolts Group (at beam web) Shear force per bolt in vertical direction, Fv,Ed Fv,Ed = VEd /n = 200 kN/5 = 40 kN Maximum shear force on bolt assembly in horizontal direction,Fh,Ed

Fh,Ed = MEd /n p1 = (VEd x s)/ n p1 = (200 x 45)/ 5(50) = 36 kN Maximum design resultant shear force, Fv,Ed = √(Fv,Ed)2 + (Fh,Ed)2 = √(40)2 + (36)2 = 53.81 kN Since the bolts are in double shear the total shear resistance is Fv,Rd x 2 = 60.28 kN x2 = 120.56 kN Since 120.56 kN > 53.81 kN .: shear resistance on bolt group connecting cleat to web of beam is adequate. 4. SHEAR RESISTANCE OF CLEATS CONNECTED TO SUPPORTING COLUMN 6.2.6(2) (EC3-1)

Vpl, Rd = Av (fyp/√3) /γMo Gross Section Av = hp tp = 260(10) = 2600 mm2 Vpl, Rd = Av (fyp/√3) /γMo = (2600)(275/√3) / 1.0 = 412.81 kN Consider for 2 plates .: Vpl, Rd = 412.8 kN x 2 = 825.6 kN

�

STRUCTURAL STEELWORK & TIMBER DESIGN - ECS328 STEEL JOINT DESIGN JUN - OCT13 MA.T

Net Section Avnet = tp (hp – n1do) = 10 (260 – (5x18)) = 1700 mm2 Vnet, Rd = Av (fup/√3) /γM2 = (1700)(430/√3) / 1.25 = 337.63 kN Consider for 2 plates .: Vnet, Rd = 337.636 kN x 2 = 675.26 kN 5. BEARING RESISTANCE OF BEAM WEB Table 3.4

Fb,Rd = (k 1 αb fu d t ) / γM2 Where αb is the smallest of αd , fub/fup , 1.0 For end bolts αd = e1bl /3do = 35/3(18) = 0.65 fub/fup = 800/430 = 1.86 .: smallest αd = αb = 0.65 And k 1 for edge bolts is smallest of: (2.8e2bl/d0) – 1.7) , (1.4( p2/do) – 1.7 and 2.5 (2.8e2bl/d0) – 1.7 = (2.8(60)/18) – 1.7 = 7.63 .: smallest k 1 = 2.5 .: Fb,Rd = (k 1 αb fubl d twbl ) / γM2 = (2.5 x 0.65 x 430 x 16 x 6.8) / 1.25 = 60.82 kN

Since Fb,Rd = 60.82 kN > Fv,Ed = 53.81kN .: Bearing resistance of web of supported beam is adequate.

�

STRUCTURAL STEELWORK & TIMBER DESIGN - ECS328 STEEL JOINT DESIGN JUN - OCT13 MA.T

6. BLOCK TEARING 3.10.2(2)

Symmetric bolt group subject to concentrate loading, design block tearing resistance: Veff,1,Rd = fup Ant /γM2 + (1/√3)fyp Anv/ γM0 (eq. 3.9) Ant = (a2 – 0.5do)twbl = (35 -9)6.8 = 176.8 mm2 Anv = (Lv + a1 – (n1-0.5)do) twbl = (200 + 60 – 4.5(18))6.8 = 1217.2 mm2 .: Veff,1,Rd = fubl Ant /γM2 + (1/√3)fybl Anv/ γM0 = (430 x 176.8)/1.25 + ((1/√3)(275 x 1217.2))/1.0 = 254.08 kN Since Veff,1,Rd > VEd .: block tearing resistance for beam web is satisfactory.

�