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Saturday, April 28, 2018

Design of Bolted Beam Splice Connections According to EC3


In the erection of steel structures, there is always need to join steel members for the purpose of continuity. We cannot always have full lengths of members to span the lengths we desire due production, handling, and transportation issues. As a result, we can bolt or weld two or more steel members, so as to achieve the length we desire. In this post, we are going to look at a design example of beam splice connection (beam to beam connection using steel plates). This joint should be able to transmit bending, shear, and axial forces.



Let us design a bolted beam splice connection for a UB 533 x 210 x 101 kg/m section, subjected to the following ultimate limit state loads;




MEd = 610 kNm
VEd = 215 kN
NEd = 55 kN

At serviceability limit state;
MEd,ser = 445 kNm
VEd,ser = 157 kN
NEd,ser = 41 kN

Properties of UB 533 x 210 x 101
h = 536.7 mm
b = 210 mm
d = 476.5 mm
tw = 10.8 mm
tf = 17.4 mm
r = 12.7 mm
A = 129 cm2
Iy = 61500 cm4
Iz = 2690 cm4
Wel,y = 2290 cm3
Wpl,y = 2610 cm3;
hw = h - 2tf = 476.5 mm

Cover plates
Let us assume 20 mm thick cover plates for the flanges and 15 mm thick plates for the web. The thickness and dimension to be confirmed later in the post.

Bolts
M24 preloaded class 8.8 bolts
Diameter of bolt shank d = 24mm
Diameter of hole d0 = 26mm
Shear area As = 353 mm2

Materials Strength
Beam and cover plates;
fy,b = fy,wp = 275 N/mm2
fu,b = fu,wp = 410 N/mm2

Bolts
Nominal yield strength fyb = 640 N/mm2
Nominal ultimate strength fub = 800 N/mm2

Partial Factors for Resistance (BS EN 1993-1- NA.2.15)
Structural Steel
γm0 = 1.0
γm1 = 1.0
γm2 = 1.1




Parts in connections
γm2 = 1.25 (bolts, welds, plates in bearing)
γm3 = 1.0 (slip resistance at ULS)
γm3,ser = 1.1 (slip resistance as SLS)

Step 1: Internal Forces at Splice
For a splice in flexural member, the parts subject to shear (the web cover plates) must carry, in addition to the shear force and moment due to the eccentricity of the centroids of the bolt groups on each side, the proportion of moment carried by the web, without any shedding to the flanges.

The second moment of area of the web is;
 Iw = [(h - 2tf)3tw/12]
Iw = [(476.53 × 10.8)/12] × 10-4 = 9737 cm4
Therefore the web will carry 9737/61500 = 15.8% of the moment in the beam (assuming an elastic stress distribution), while the flange will carry the remaining 84.2%.
The area of the web is;
Aw = 476.5 × 10.8 × 10-2 = 51.462 cm2
Therefore, the web will carry 51.462/129 = 39.8% of the axial force in the beam, wile the flange will carry the remaining 60.1%.

Forces at ULS
The force in each flange due to bending is therefore given by;
Ff,M,Ed = 0.842 × [(MEd)/(h - tf)]
Ff,M,Ed = 0.842 × [(610 × 106)/(536.7 - 17.4)] × 10-3 = 989 kN

And the force in each flange due to axial force is given by;
Ff,N,Ed = 0.601 × (55/2) = 16.53 kN

Therefore
Ftf,Ed = 989 - 16.53 = 972.47 kN
Fbf,Ed = 989 + 16.53 = 1005.53 kN

The moment in the web = 0.158 × 610 = 96.38 kNm
The shear force in the web = 215 kN
The axial force in the web = 0.398 × 55 = 21.89 kN

Forces at SLS
The force in each flange due to bending is therefore given by;
Ff,M,Ed = 0.842 × [(MEd,ser)/(h - tf)]
Ff,M,Ed = 0.842 × [(445 × 106)/(536.7 - 17.4)] × 10-3 = 721.53 kN

And the force in each flange due to axial force is given by;
Ff,N,Ed = 0.601 × (41/2) = 12.3205 kN

Therefore
Ftf,Ed = 721.53 - 12.32 = 709.21 kN
Fbf,Ed = 721.53 + 12.32 = 733.85 kN

The moment in the web = 0.158 × 445 = 70.31 kNm
The shear force in the web = 157 kN
The axial force in the web = 0.398 × 41 = 16.318 kN




Choice of Bolt Number and Configuration
Resistances of Bolts
The shear resistance of bolts at ultimate limit state
For M24 bolts in single shear = 132 kN
For M24 bolts in double shear = 265 kN

Flange Splice
For the flanges, the force of 1005.53 kN at ULS can be provided by 8 M24 bolts in single shear.

The full bearing resistance of an M24 bolt in a 20 mm cover plate (without reduction for spacing and edge distance) is;

Fb,max,Rd = (2.5fudt)/γm2
Fb,max,Rd = [(2.5 × 410 × 24 × 20)/1.25] × 10-3 = 393.6 kN

This is much greater than the resistance of the bolt in single shear, and thus the spacings do not need to be such as to maximise the bearing distance. Four lines of 2 bolts at a convenient spacing may be used.

Web Splice
For the web splice, consider one or two lines of 4 bolts on either side of the centreline. The full bearing resistance on the 10.8 mm web is;
Fb,max,Rd = (2.5fudt)/γm2
Fb,max,Rd = [(2.5 × 410 × 24 × 10.8)/1.25] × 10-3 = 212.54 kN

This is less than the resistance in double shear, and will therefore determine the resistance at ULS. To achieve this value, the spacings will need to be;
e1 ≥ 3d0 = 3 × 26 = 78mm
p1 ≥ 15d0/4 = (15 × 26)/4 = 97.5 mm
e2 ≥ 1.5d0 = 1.5 × 26 = 39 mm
p2 ≥ 3d0 = 3 × 26 = 78mm

Initially, try 4 bolts at a vertical spacing of 120mm at a distance of 80mm from the centreline of the splice.
The additional moment due to the eccentricity of the bolt group is;
Madd = 215 × 0.08 = 17.2 kNm




Bolt forces at ULS
Force/bolt due to vertical shear = 215/4 = 53.75 kN
Force/bolt due to axial compression = 21.89/4 = 5.47 kN
Force/bolt due to moment (considering top and bottom bolts only) = (96.38 + 17.2)/0.36 = 315.5 kN
Thus, a single row is adequate.

Considering the second line of bolts at a horizontal pitch of 100mm
Force/bolt due to vertical shear = 215/4 = 53.75 kN
Force/bolt due to axial compression = 21.89/4 = 5.47 kN
Force/bolt due to moment (considering top and bottom bolts only) = (96.38 + 17.2)/0.36 = 315.5 kN
The additional moment due to eccentricity of this bolt group is;
Madd = 215 × (0.08 + 0.1/2) = 27.95 kN.m

The polar moment of inertia of the blot group is given by;
Ibolts = 6 × 1202 + 8 × (100/2)2 = 106400 mm2

The horizontal component of the force on each top and bottom bolt is;
FM,horiz = {[(96.38 + 27.95) × 120]/106400} × 103 = 140.22 kN

The vertical component of the force on each top and bottom bolt is;
FM,vert = {[(96.38 + 27.95) × 50]/106400} × 103 = 58.425 kN

Therefore, the resultant force on the most highly loaded bolt is;
Fv,Ed = sqrt[(53.75 + 58.425)2 + (140.22 + 5.47)2] = 183.87 kN

This is less than the full bearing resistance, and is therefore satisfactory for such a bolt spacing.

Chosen Joint Configuration


Summary of cover plate dimensions and bolt spacing

Flange cover plates; 
Thickness tfp = 20 mm
Length hfp = 660 mm
Width bfp = 200 mm
End distance e1,fp = 70 mm
Edge distance e2,fp = 30 mm

Spacing
In the direction of the force   p1,f  = 100 mm
Transverse to direction of force   p2,f  = 120 mm
Across the joint in direction of force   p1,f,j  = 120 mm

Web cover plates; 
Thickness twp = 12 mm
Length hwp = 460 mm
Width bwp = 460 mm
End distance e1,wp = 50 mm
Edge distance e2,wp = 50 mm




Spacing
Vertically   p1,w  = 120 mm
Horizontally  p2,w = 100 mm
Horizontally across the joint   p1,w,j  = 160 mm

Resistance of flange splices
Resistance of net section
The resistance of a flange cover plate in tension (Nt,fp,Rd) is the lesser of Npl,Rd and Nu,Rd.

Here;
Nu,Rd = (0.9Anet,tpfu,fp)/γM2

Where;
Anet,fp = (bfp - 2d0)tfp = [200 - (2 × 26)] × 20 = 2960 mm
Therefore;
Nu,Rd = [(0.9 × 2960 × 410 )/1.1] × 10-3 = 992.945 kN

Npl,Rd = (Afpfy,fp)/γM0 = [(200 × 20 × 275)/1.0] × 10-3 = 1100 kN

Since 1100 kN > 992.945 KN
Nt,fp,Rd = 992.945 kN

For the flange in tension;
Ftf,Ed = 989 - 16.53 = 972.47 kN

Therefore, the tension resistance of a flange cover plate is adequate.

Block Tearing Resistance;
n1,fp = 3 and n2,fp = 2;

The resistance to block tearing (Nt,Rd,fp) is given by:
Nt,Rd,fp = {(fu,fpAnt,fp)/γm2} + {[Anv,fp(fy,fp/√3)]/γm0}

Where:
Ant,fp = tfp(2e2,fp - d0)
Ant,fp = 20 × [(2 × 40) - 26] = 1080 mm2

Anv,fp = 2tfp[(n1,fp - 1)p1,fp + e1,fp - (n1,fp - 0.5)d0]
Anv,fp = 2 × 20[(3 - 1) × 100 + 70 - (3 - 0.5) × 26] =  8200 mm2

Therefore;
Nt,fp,Rd = {[(410 × 1080)/1.1] + [(8200 × 265/√3)/1.0]} × 10-3 = 1657.127 kN

Resistance of cover plate to compression flange
Local buckling resistance between the bolts need not be considered if:
p1/t ≤ 9ε
ε = sqrt(235/fy,fp) = sqrt(235/265) = 0.94
9ε = 9 × 0.94 = 8.46

Here, the maximum spacing of bolt across the centreline of the splice p1,f,j  = 120 mm
p1,f,j/tfp = 120/20 = 6

Since 8.46 > 6, no local buckling verification required.



 RESISTANCE OF WEB SPLICE
Resistance of web cover plate in shear;
The gross shear area is given by:
Vwp,g,Rd = (hwptwpfy,wp/1.27γm0√3)

For two web cover plates;
Vwp,g,Rd = 2{[(460 × 12)/1.27] × [275/√3]} × 10-3 = 1380.185 kN
VEd = 215 kN. Therefore, the shear resistance is adequate.

The net shear area is given by:
Vwp,net,Rd = Av,wp,net(fu,wp/√3)/γm2
Av,net = (hwp - 3d0)twp
= (460 - 3 × 26) × 12 = 4584 mm2

For two web cover plates;
Vn,Rd = {2 × [4584 × (410/√3)]/1.1} × 10-3 = 1972.9 kN
Therefore, shear resistance is adequate.

Resistance to block tearing
Vb,Rd = (fu,wpAnt)/γm2 + (fy,wpAnv.Anv)/γm0√3

For a single vertical line of bolts;
Ant = twp(e2 - d0/2)
Ant = 12 × (50 - 26/2) = 444 mm2
Anv = twp - e1 - (n1 - 0,5)d0)
Anv = 12 × [460 - 50 - (3 - 0.5)26] = 4140 mm2

For two web plates
Vb,Rd = 2 × {[(410 × 460)/1.1] + [(275 × 4140)/(√3 × 1.0)]} × 10-3 = 1657.53 kN

VRd = min{1657.53,  1972.9, 1380.185 }
VRd = 1380.185 kN


VEd/VRd = 215/1380.185 = 0.1557 < 1.0
This is ok.

Resistance of beam web
Resistance of net shear area
Vn,w,Rd = [Av,net(fu/√3)]/γm2

Where;
Av,net = Av - 3d0tw
Av = A - 2btf + (tw + 2r)tf but not less than ηhwtw

A= 12900 - (2 × 210 × 17.4) + (10.8 + 2 × 12.7) × 17.4 = 6221.88 mm2
A= 6221.88 - (3 × 26 × 10.8) = 5379.48 mm2

Thus;
Vn,w,Rd = {[5379.48 × (410/√3)]/1.1} × 10-3 = 1157.632 kN
This is ok.

Resistance of web cover plate to combined bending, shear, and axial force

Vwp,Rd = 1380.185 kN
Vsub>Ed = 215 kN < 1380.185 kN

Therefore, the effects of shear can be neglected
Awp = 12 × 460 = 5520 mm2

Modulus of the cover plate
= (12 × 4602)/6 = 423200 mm3

Nwp,Rd = 12 × 460 × 275 × 10-3 = 1518 kN

Therefore, for two web cover plates
Mc,wp,Rd = [(2 × 423200 × 275)/1.0] × 10-6 = 232.76 kNm

For two web cover plates;
Npl,Rd = 2 × 1518 = 3036 kN

Mwp,Ed = 96.38 + 27.95 = 124.33 kNm
Nwp,Ed = 21.89 kN

Mwp,Ed/Mc,wp,Rd + Nwp,Ed/Nwp,Rd
124.33/232.76 + (21.89/3036) = 0.541 < 1.0

Therefore, the bending resistance of the web cover plates is adequate.

Thank you for visiting Structville today, and God bless.


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