Job No.
2
CALCULATION SHEET 7020
Project Discipline Page
VALHALL LQ MODULE STRUCT 001
Title By Date Chkd. Date
HTCC Room - padeye calculations NKA 24/03/09
Padeye calculations
Loads
Max. Unfactored lifting Load, P = 19.62 kN 2 MT
Dynamic Amplification factor, DAF = 1.1
Consequence Factor, gc = 1.25
Maximum design vertical load, V = 27.0 kN 2.75 MT
Maximum design horizontal load, 50% of vertical load, H = 13.5 kN 1.38 MT
Maximum design lateral load, 5% of vertical load, LT = 1.35 kN 0.138 MT
LT
A A
H
V
Shackle Selection : Bow Shackle - Refer EN:13889:2003(E)
Static load for shackle selection = 19.62 kN 2 MT
Working load limit as per EN:13889:2003(E) = 63.8 kN 6.5 MT
Shackle pin diameter, Dpin ( D in fig) = 25 mm
Inside width of shackle (w, in fig) = 36.5 mm
Inside length of shackle (s, in fig) = 76 mm
Padeye geometry
Radius of the main plate, rmp = 58 mm
Thickness of the main plate, tmp = 20 mm
Width of main plate, Wmp = 116 mm
Diameter of padeye hole, Dhole = 28 mm
Diameter of sling, Dsling = 10 mm
Date
Job No.
2
CALCULATION SHEET 7020
Project Discipline Page
VALHALL LQ MODULE STRUCT 001
Title By Date Chkd. Date
HTCC Room - padeye calculations NKA 24/03/09
Check for adequacy
Dia. of the padeye hole should be more than shackle pin dia.by 3mm 28 mm Ok
Thk. of main plate should be between 0.6 to 0.8times inside width o 21.9 - 29.2 mm Ok
Minimum Clearance inside the shackle to be 0.5 times sling dia. 8 mm Ok
Padeye Design
Young's Modulus, E = 2E+06 N/mm2
Material Factor, gM = 1.15
Yield Strength, fy = 355 N/mm2
Design Criteria, as per EC3
Axial Tension, 0.6 fy = 185 N/mm2
Compression, 0.6 fy = 185 N/mm2
Bending, 0.66fy = 204 N/mm2
Shear, 0.4fy = 123 N/mm2
Bearing, Fb = 0.9fy = 278 N/mm2
Combined, 0.66 fy = 204 N/mm2
Equivalent stress, 0.75 fy = 232 N/mm2
Check for Bearing stress
Factored vertical load, V = 27.0 kN
Bearing Thickness, Tbearing = 20.0 mm
Bearing Area, Abearing = Dpin X Tbearing = 500.0 mm2
Calculated Bearing Stress, fb = 54.0 N/mm2
Unity Check ratio = 0.2 Ok
Check for Shackle-pin shear pull out
Factored vertical load, V = 27.0 kN
Area under shear-pull out, A s = (2xrmp - Dhole) x tmp = 1760.0 mm2
Calculated Shear Stress, fv = 15.33 N/mm2
Unity Check ratio = 0.1 Ok
Check for tension and combined stress at section A-A
Factored vertical load, V = 27.0 kN
Tensile area , A t = (2xrmp - Dhole) x tmp = 1760.0 mm2
Calculated Shear Stress, Ft = 15.33 N/mm2
Unity Check ratio = 0.1 Ok
Shear stress at section A-A
The horizontal component of vertical load, H = 13.5 kN
Shear area, Ashear (same as tensile area) = 1760.0 mm2
Calculated Shear stress at section A-A, t v = 7.66 N/mm2
Unity Check ratio = 0.1 Ok
Date
Job No.
2
CALCULATION SHEET 7020
Project Discipline Page
VALHALL LQ MODULE STRUCT 001
Title By Date Chkd. Date
HTCC Room - padeye calculations NKA 24/03/09
Check for bending
At section AA only bending load is due to lateral load, L T = 1.35 kN
Distance taken conservatively from center of pin to the
= 88.50 mm
inside length of shackle, (Dpin/2+S)
Bending moment = 119375 N-mm
Max. bending stress occurs at outer fibre of main plate, tmp/3 = 10 mm
Moment of inertia at section A-A, (2xrmpx(tmp)3)/12 = 77333 mm4
LT
A A
Maximum bending stress, Fb = 15.44 N/mm2
Allowable Bending stress, 0.66fy = 204 N/mm2
Unity Check ratio 0.1 Ok
Check for Equivalent Stress, se
Equivalent Stres, se = Ö ( Ft2 + Fb2 + 3 t v 2 ) = 25.5 N/mm2
Allowable Equivalent stress, 0.75fy = 232 N/mm2
Unity Check ratio 0.1 Ok
Tensile and Combined stress at the attachment of padeye to the structure
B
H
V
Tensile stress check
Factored vertical load, V = 27.0 kN
Tensile area, Aten = Wmp X Tmp = 2320 mm2
Tensile stress, Ft1 = V/Aten = 12 N/mm2
Shear stress check
The horizontal component of vertical load, H = 13.5 kN
Shear area, Ashear = Wmp X Tmp = 2320 mm2
Shear stress, tv1= H/Ashear = 6 N/mm2
Date
Job No.
2
CALCULATION SHEET 7020
Project Discipline Page
VALHALL LQ MODULE STRUCT 001
Title By Date Chkd. Date
HTCC Room - padeye calculations NKA 24/03/09
Check for In-Plane Bending
Inplane bending caused by horizontal component, H acting at the padeye hole
Inplane Bending Moment, Mipb = 539550 N-mm
Maximum Bending stress acts at the outer extremity of padeye plate, point B in the figure
Moment of inertia at section A-A, (2xrmp)^3x(tmp))/12 = 3E+06 mm4
H
116 mm
C C
20
Maximum bending stress, Fb = 12.0 N/mm2
Check for Out-of-Plane Bending
The out-of-plane is due to the lateral component of vertical load and it is to be checked at point E
Lateral load, LT = 1.35 kN
Lateral load acting at the distance from center of padeye hole, = 40 mm
Bending moment, = 53955 N-mm
Moments of inertia about minor axis = 77333 mm4
150X75 PFC
E
20
100 116
40 E
LT
Bending stress at point E, Fb = 6.98 mm4
Check for Equivalent Stress, se
Equivalent Stres, s e
= Ö ( Ft2 + Fb2 + 3 t v 2 ) = 20.7 N/mm2
Allowable Equivalent stress, 0.75fy = 232 N/mm2
Unity Check ratio 0.1 Ok
Result
Hence Padeye passess all the design calculation checks
Date
Job No.
2
CALCULATION SHEET 7020
Project Discipline Page
VALHALL LQ MODULE STRUCT 001
Title By Date Chkd. Date
HTCC Room - padeye calculations NKA 24/03/09
Check for Weld
Type 1 : Connecting padeye to the 150X75 PFC facia channel
The welds need to be checked for all three forces acting on the padeye
Steel Tensile strength (Ft) = 460 N/mm^2
EC3 Material Factor weld = 1.25
EC3 Correlation Factor weld = 0.9
Y 104
3
X X
100
r
LT
H
1 2
V
Y
assume throat weld = 6
no width depth Area y x Ay Ax Ay2 Ax2 Ixx Iyy
1 6 100 600 3 50 1800 30000 5400 ### 500000 1800
2 6 100 600 113 50 67800 30000 8E+06 ### 500000 1800
3 104 6 624 58 97 36192 60528 2E+06 ### 1872 562432
1824 105792 120528 1E+06 566032
Centroid
X = 66.1 mm Ixx = 2E+06 mm4 Ip = 6E+06 mm4
Y = 58 mm Iyy = 4E+06 mm4 r = 123 mm
V/2 = 13.5 V/2 = 13.5 13 kN 13 kN
28.9
MT * 1431 MT* = reaction moment
H
H= 13.5
V = 27 kN
Force due to vertical load, V/2 = 13.5 kN
Moment due to horizontal load, MT = 1431 kN-mm
Force on weld due to reaction moment = 13 kN
Maximum reaction on weld = 26 kN
Shear stress on weld due to max reaction force, tv = 62.46 N/mm2
Allowable shear stress on weld = 409 N/mm2
Max weld utilization ratio = 0.15 Ok
Date
Job No.
2
CALCULATION SHEET 7020
Project Discipline Page
VALHALL LQ MODULE STRUCT 001
Title By Date Chkd. Date
HTCC Room - padeye calculations NKA 24/03/09
Check for Weld
Resultant
due to LT
150X75 PFC
H
116
100
MT* = reaction moment
MT*
40 E
LT
H
Force due to lateral load, LT = 1.3 kN
Moment due to horizontal load, MT = 54 kN-mm
Max force on weld due to reaction moment = 4.72 kN
Resultant force on the weld = 14 kN
Shear stress on weld due to max reaction force, tv = 29.04 N/mm2
Hence Resultant shear stress = 68.88 N/mm2
EC3 Allowable shear stress on weld = 409 N/mm2
Max weld utilization ratio = 0.17 Ok
Type 2 : Connecting padeye to the 254UB146 beam
LT
H LT V
Weld Length, WL = 116 mm
Force due to Vertical load, V/2 = 13.5 kN
Shear stress on weld due to vertical force, tv = 27.41 N/mm2
Date
Job No.
2
CALCULATION SHEET 7020
Project Discipline Page
VALHALL LQ MODULE STRUCT 001
Title By Date Chkd. Date
HTCC Room - padeye calculations NKA 24/03/09
58
251 mm
MT*
126
40 VT
MT* = reaction moment
Moment due to horizontal force, MT = 2235 kN-mm
Max force on weld due to reaction moment = 9 kN
Moment due to Lateral force, LT = 224 kN-mm
Max force on weld due to reaction moment = 1 kN
Resultant Force on weld = 8.93 kN
Shear stress on weld due to resultant force, th = 18 N/mm2
Hence the resultant stress on combined forces = 33 N/mm2
EC3 Allowable shear stress on weld = 409 N/mm2
Max weld utilization ratio = 0.08 Ok
Date
