REFERENCE OUTPUT CALCULATIONS TOWER BASE CONNECTION Check base plate and bolts supplied by Tower manufacturer conside
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REFERENCE
OUTPUT
CALCULATIONS TOWER BASE CONNECTION Check base plate and bolts supplied by Tower manufacturer considering typical pedestal with maximum reaction loads
700x700 base plate 900x900x300 column plinth pile cap Anchor bolt
ELEVATION
c
b
a PLAN
DESIGN DATA EN 1993‐1‐5:2005
Grade of Base plate
Table 3.1
Design strength (thickness ≤ 40 mm), py =
275 N/mm2
Table 3.1
Bearing capacity of base plate, Pbs =
460 N/mm2
Grade of Bolt =
8.8
EN 1993‐1‐8:2005
Shear strength of bolts, Ps =
640 N/mm2
Table 3.1
Tension strength of bolt, Fub =
800 N/mm2
REFERENCE
S275
CALCULATIONS CASE 1: COMPRESSION LOADING
EN 1993‐1‐8:2005
BASE PLATE DESIGN
Table ‐A1
At Node 1, maximum reaction forces
OUTPUT
Axial, N =
574 kN
Lateral, Fh =
38.00 kN
Moment due to lateral load, M = Fh*La
43.32 kNm
At ULS with Factor of Safety, FS = Axial Load, Nult = N*FS
774.9 kN
Lateral Load, Fh =
51.3 kN
Moment, Mult = M*FS EN 1993‐1‐1:2005
1.35
69.26 kNm
Bearing Pressures Check base plate dimensions: 700 mm x 700 mm Length, L =
700 mm
Width, B =
700 mm
Bearing Pressures 1.58 N/mm2
Pb = Nult/L*B = Steel Designers' Manual, 6th Edition (2003)
Bearing Strength of concrete (allowable), fp = 0.6 x fcK= Pb (actual) 100mm = T Dewolf. (2003)
Adopt Bolt length, L =
510 mm 900.00 mm
Provide a Total Bolt Length of 900 mm CASE 2: TENSION LOADING Consider tension load on base due to load reversal Max. Tension = Max. Compression Tensile force, Ft = Nult = Table 34
Tension carried by each bolt = Ft/8 =
EN 1993‐1‐1:2005
Tension capacity of bolts, Pt = 0.8FubAt =
774.90 kN 96.86 kN 366.46 kN
Bolt Data
Total tensile capacity = n*Pt =
2932 kN
Check combined shear and tension; EN 1993‐1‐1:2005
Combined shear and tension; Fh/Ps + Ft/Pt ≤ 1.4 where; Ps = shear strenght of bolt =
2931.70 N/mm2
Pt = Tensile capacity of bolt =
2931.71 kN
Ft = Tensile Force force to be resisted = Fh= shear force to be resisted= Fh/Ps + Ft/Pt ≤ 1.4
774.90 kN 51.30 kN 0.28
OK