**C**
**Clause **
**F**
**FIN PLATE BE**
Configurat
Column
Beam
Connectio
Fin Plate
**EAM-TO-CO**
tion Be
20
30
on Fin
bo
23
**OLUMN-FLA**
eam to Colu
3x203x46 U
5x165x40 U
n plate con
olts, class 8.8
0 × 110 × 10
**ANGE CONN**
umn Flange
KC, S275
KB, S275
nection usi
8, M20
0thk, S275
**NECTION **
e
ng non-preeloaded
**Remmarks **

**1. JOINT DETAILS AND SECTION OF PROPERTIES **
COLUMN 203x203x46 UKC, S275
Web thickness, twc 7.2 mm
Flange thickness, tfc 11 mm
Yield Strength, fyc 275 N/mm2
Ultimate Strength, fuc 430 N/mm2
BEAM 305x165x40 UKB, S275
Web thickness, twbl 6.0 mm
Flange thickness, tfbl 10.2 mm

Yield Strength, fybl 275 N/mm2

Ultimate Strength, fubl 430 N/mm2

FIN PLATE, 230 × 110 × 10thk, S275 Depth, hp 230 mm Width, bp 110 mm Thickness, tp 10 mm Yield Strength, fyp 275 N/mm2 Ultimate Strength, fup 430 N/mm2

*Direction of Load Transfer *

*Number of bolts row, n1* 3

*Plate Edge to first bolt row, e1* 45 mm

*Pitch between bolts row, p1* 70 mm

*Direction to perpendicular to load transfer *

*Numbers of vertical lines of bolts, n2* 1

*Plate Edge to first bolt line, e2* 50 mm

BOLTS, NON PRELOAD, M20 CLASS 8.8 BOLTS

Gross Section of Bolts, A (un-threaded portion) 314 mm2

Tensile Stress Area, As (threaded portion) 245 mm2

Diameter of shank, d 20 mm
Diameter of Holes, do 22 mm
Yield Strength, fyb 640 N/mm2
Ultimate Strength, fub 800 N/mm2
FILLET WELDS
*Throat thk., a 5.0 *mm

**2. POSITIONING OF HOLES FOR BOLTS **

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

Minimum Maximum
*End distance, e1 * = 1.2 do = 4tp + 40mm
= 1.2 (22) = 4(10) + 40mm
= 26.4mm = 80 mm
*Edge distance, e2* = 1.2 do = 4tp + 40mm
= 1.2 (22) = 4(10)+ 40mm
= 26.4mm = 80 mm
*Spacing, p1*
= 2.2 do = smaller of 14t or 200mm
= 2.2 (22) = 14 (10)
= 48.4mm = 140 mm

*Since - 26.4mm < 45mm < 80mm .: End distance, e1* satisfied

* - 26.4mm < 50mm < 80mm .: Edge distance, e2* satisfied

* - 48.4mm < 70mm < 140mm .: Spacing, p1 *satisfied
**3. BOLTED CONNECTION **

Table 3.4

Shear Resistance Of Bolt Group Fv,Rd = (αv fub As ) / γM2

= (0.6 x 800 x 245) / 1.25 = 94.08 kN

Hence, shear resistance of bolt group, Vv,Rd

Vv,Rd = (nFv,Rd)/(√(1+αn)2+(βn)2

For a single vertical line of bolts, α = 0 and

### β = 6z /n(n+1)p

1 = 6(60)/3(3+1)70 = 0.43 .: Vv,Rd = (nFv,Rd)/(√(1+αn)2+(βn)2 = (3x94.08)/(√(1+0)2_{+(0.43x3)}2 = 172.92 kN

Table 3.4

Table 3.4

Bearing Resistance Of Bolt Group

Fb,Rd *= (k1* αb fu d tp ) / γM2** (vertical direction) **

Where αb is the smallest of αd , fub/fup , 1.0

For end bolts αd* = e*1/3do

= 45 / 3(22) = 0.68

For inner bolts αd* = (p*1/3do) – (1/4)

= (70/3(22)) – (1/4) = 0.81

fub/fup = 800/430

= 1.86

.: smallest αd = αb = 0.68

*And k1* for edge bolts is smallest of:

*(2.8e*2/d0*) – 1.7) , (1.4(p*2/do) – 1.7 and 2.5
*(2.8e*2/d0) – 1.7 = (2.8(50)/22) – 1.7
= 4.66
.: smallest k1 = 2.5
.: Fb,Rdver *= (k1* αb fup d tp ) / γM2
= (2.5 x 0.68 x 430 x 20 x 10) / 1.25
= 116.96 kN
Fb,Rd *= (k1* αb fu d tp ) / γM2** (horizontal direction) **

Where αb is the smallest of αd , fub/fup , 1.0

For end bolts αd* = e*2/3do

= 50 / 3(22) = 0.76 fub/fup = 800/430

= 1.86

*And k1* for edge bolts is smallest of:
*(2.8e*1/d0*) – 1.7) , (1.4(p*1/do) – 1.7 and 2.5
*(2.8e*1/d0) – 1.7 = (2.8(45)/22) – 1.7
= 4.03
*(1.4(p*1/do) – 1.7 = (1.4(70/22) – 1.7
= 2.75
.: smallest k1 = 2.5
.: Fb,Rdhor *= (k1* αb fup d tp ) / γM2
= (2.5 x 0.76 x 430 x 20 x 10) / 1.25
= 130.72 kN

Hence, bearing resistance of bolt group, Vb,Rd

Vb,Rd = n / √(1+αn/ Fb,Rdver)2 + (βn/ Fb,Rdhor)2

= 3 / √(1+0/ 116.96)2_{ + (0.43x3/130.72)}2

= 229.8 kN

**4. RESISTANCE OF WELDED CONNECTIONS **

4.5.3.3(2)
4.5.3.3(3)
4.5.3.2(6)
Table 4.1
Fw,Rd *= f*vwd α (eq. 4.3)
*fvwd* = (fu/√3) / (βwγM2) (eq.4.4)

fu = nominal ultimate tensile strength of weaker part joined

= 430 N/mm2

Correlation factor, βw for fillet welds steel grade S275 = 0.85

*.: f*vwd = (fu/√3) / (βwγM2)
= (430/√3) / (0.85 x 1.25)
= 233.9 N/mm2
.: Fw,Rd *= f*vwd α
= 233.9 N/mm2_{ x 5mm }
= 1,169.5 N/mm
Weld length, L = hp - 2α = 230 mm - 10mm
= 220 mm
.: Vw,Rd = 1,169.5 N/mm x 220 mm x 2
= 514.58 kN

**5. BEARING RESISTANCE OF BEAM WEB **

Fb,Rd *= (k1* αb fubl d twbl ) / γM2** (vertical direction) **

Where αb is the smallest of αd , fub/fubl , 1.0

αd* = (p*1/3do) – (1/4)
= (70/3(22)) – (1/4)
= 0.81
fub/fubl = 800/430
= 1.86
.: smallest αd = αb = 0.81

*And k1* is smallest of:

*(2.8e*2/d0*) – 1.7) , (1.4(p*2/do) – 1.7 and 2.5
*(2.8e*2/d0) – 1.7 = (2.8(50)/22) – 1.7
= 4.66
.: smallest k1 = 2.5
Fb,Rd *= (k1* αb fubl d twbl ) / γM2
= (2.5 x 0.81 x 430 x 20 x 6) / 1.25
= 83.59 kN

Fb,Rd *= (k1* αb fubl d twbl ) / γM2** (horizontal direction) **

Where αb is the smallest of αd , fub/fubl , 1.0

αd* = e*1/3do
= 50 / 3(22)
= 0.76
fub/fubl = 800/430
= 1.86
.: smallest αd = αb = 0.76

*And k1* is smallest of:

*(1.4(p***1**/do) – 1.7 or 2.5

*(1.4(p*1/do) – 1.7 = (1.4(70/22) – 1.7

= 2.75 .: smallest k1 = 2.5

Fb,Rd *= (k1* αb fubl d twbl ) / γM2 (horizontal direction)

*= (2.5 x 0.76 x 430 x 20 x 6*) / 1.25
= 78.43 kN

Vb,Rd = n / √(1+αn/ Fb,Rdver)2 + (βn/ Fb,Rdhor)2

= 3 / √(1+0/ 83.59)2_{ + (0.43x3/78.43)}2

ADDITIONAL NOTES ON SHEAR & BEARING RESISTANCE OF BOLTS GROUP

For fin plate connection, shear resistance and bearing resistance of single bolt can be determine using Table 3.4. However, to determine shear resistance and bearing resistance for bolt groups have to determine using:

Shear Resistance Of Bolts Group

### V

_{,}

### nF

,### 1

### αn

### βn

Where:

Fv,Rd = Shear resistance of single bolt from Table 3.4

n = Nos. of bolts

Bearing Resistance Of Bolts Group

### V

,### n

### 1

### αn

### F

,### βn

### F

_{,}

_{ }Where:

Fb,Rd = Bearing resistance of single bolt from Table 3.4

n = Nos. of bolts

For single vertical lines of bolts:

### α = 0

### β

### 6z

### n n

### 1 p

For two vertical lines of bolts: