REFERENCE DESCRIPTION REMARKS
WIND LOAD CALCULATION
EN 1991-1-4 Basic wind velocity Vb = Cdir x Cseason x Vb,o
Section 4.2
Vb = 1 x 1x20 = 20m/s
EN 1991-1-4
eq. 4.10 Basic velocity pressure qb = 0.5 x air x vb2
qb = 0.5 x 1.194x 202
qb = 238.8 N/m2
Terrain factor Kr = 0.19 (Z0/0.05)0.07
Kr = 0.19 (0.05/0.05)0.07 = 0.19
EN 1991-1-4 Terrain roughness factor (cr(z)) = Kr x ln (Z/Z0)
Section 4.3.2
Terrain roughness factor (cr(z)) =0.19x ln (2/0.05) = 0.7
EN 1991-1-4 Turbulence intensity lv(z) = Kl/[Co(Z).ln (Z/Z0)]
Section 4.4
lv(z) = 1/[1 x ln (2/0.05)] = 0.27
EN 1991-1-4 Mean wind velocity Vm(Z) = Cr(Z) x C0 x Vb
Section 4.3
Vm(Z) = 0.7 x 1x 20 = 14m/s
Peak velocity pressure qp(z) = [1+7 x lv(Z)] x 0.5 x x vm2(Z)
qp(z) = [1+7 x 0.27] x 0.5 x 1.194 x 14 2
qp(z) = 0.34 kN/m2
Wind force Fw = CsCd x Cf x qp (Ze).Aref
Fw = 1x1x 1.4x 0.34 kN/m2 = 0.48 kN/m2 Fw = 0.48 kN/m2
EN 1991-1-1 HORIZONTAL LOAD ON HOARDING
Table NA.8
qk = 0.74kN/m
REFERENCE DESCRIPTION REMARKS
Horizontal Live load is considered acting at a height of 1.2m
DESIGN OF 75x75-3.2mm THICK SQUARE HOLLOW SECTION AT 2m
SPACING C/C
DESIGN LOAD COMBINATION
Design Load 1 = 1.5X0.74 + 1.5X0.5X(0.48X2) = 1.11kN/m + 0.72kN/m
Design Load 1 = 1.11x2 + 0.72x2 = 3.66kN
Design Load 2 = 1.5X0.7x0.74 + 1.5X(0.48X2) = 0.78kN/m + 1.44kN/m
Design Load 2 = 0.78x2 + 1.44x2 = 4.44kN
There fore Design Load 2 Combination will be the critical combination
DESIGN MOMENT AND SHEAR FORCE
Max BM is
MY.Ed= LLx1.2 + WLx22/2 = (0.78x2)x1.2 + (1.44)x22/2 = 4.75kNm 4.75kNm
VEd = Fd = 4.44kN Max SF = 4.44kN
BS EN 1993-1- Plastic shear resistance Vpl,Rd= Av(fy/3 )/M0
.5
1 : 2005, 6.2.6
Av = Ah/(b+h) = 908x75/150 = 454mm 2
Vpl,Rd= 454(275/1.732)/1.0 = 72.1kN > 4.44kN
Vpl,Rd > Ved
Hence okay
BENDING RESISTANCE
BS EN 1993-1-
1 : 2005, 6.2.5 Mpl,Rd = Wplfy/M0
Mpl,Rd = 20700x275/1.0x10-6 = 5.7 kNm > 4.75kNm
Mpl,Rd > My,Ed
REFERENCE DESCRIPTION REMARKS
75X75-3.2mm SHS to 150x150x8mm THICK BASE PLATE
CONNECTION DESIGN
75x75x3.2mm SHS will be welded to the Base plate using 3mm fillet
weld all around
BM at the support = 4.75kNm
BOLT DETAILS (GRADE 8.8, M12 BOLT)
BS EN 1993 Tensile stress area of bolt = 84.3 mm 2
-1-8 : 2005 Diameter of holes = 14mm
Diameter of washer = 20mm
Yield strength = 680N/mm2
Ultimate strength = 800N/mm2
BS EN 1993 End distance = 1.2x14 = 17 mm
-1-8 : 2005
Table 3.3
TENSION ON BOLT
BS EN 1993 Tension capacity of the bolt
-1-8 : 2005 Ft,Rd = K2fubAs/M2 = 0.9x800x84.3/1.25 = 48.55kN
Table 3.4
Tension force acting on bolt = 4.75 / 0.1 = 47.5kN
47.5 kN< 48.55 kN
BS EN 1993 BOLTS IN SHEAR
-1-8 : 2005 Fv,Rd = vfubA/M2
3.6.1 Fv,Rd =0.8x0.6x800x84.3x10-3/1.25 = 25.8 kN
For 3 nmbers of M12 bolt Fv,Rd = 77.4kN > 4.44kN
BS EN 1993 PLATE IN BEARING
-1-8 : 2005 Fb,Rd = K1bfu,pdtp/M2
3.6.1 b = min(d;fu,b/fu,p;1.0) = min(25/(14x3) ; 800/485 ; 1.0)
b = 0.6
K1 = min (2.8e2/d - 1.7 ; 2.5) = (2.8x25/14-1.7 ; 2.5) = (3.3;2.5)
K1 = 2.5
Fb,Rd = 2.5x0.6x485x12x8/1.25 = 55.8 kN > 47.5kN
DESIGN OF FILLET WELD -(3mm Fillet weld all around)
REFERENCE DESCRIPTION REMARKS
Tensile stress acting on the 75x75x3.2 SHS = M/Z =
4.75x106Nmm/20700mm3 = 230N/mm2
Tensile forse acting on the SHS = 230x75x3 = 51.75kN
BS EN 1993 Design shear strength fvw,d = (fu/30.5)/(wM2) Therefore the
-1-8 : 2005 fvw,d = (275/3 )/(0.85x1.25) = 149 N/mm
0.5 2
connection is able
4.5.3.3 (3) to take the design
Table 4.1 Design resistance of weld per unit length = 149x3 = 447 N/mm load
Design resistance of fillet weld = 447 X(75x4) x10 -3 = 134.1kN >
51.75kN
