50665659 Karthy Padeye Design

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Padeye calculations Loads

Max. Unfactored lifting Load, P kN

Dynamic Amplification factor, DAF Consequence Factor, gc

Maximum design vertical load, V kN

Maximum design horizontal load, 50% of vertical load, H kN Maximum design lateral load, 5% of vertical load, LT kN

LT

Shackle Selection : Bow Shackle - Refer EN:13889:2003(E)

Static load for shackle selection kN

Working load limit as per EN:13889:2003(E) kN

Shackle pin diameter, Dpin ( D in fig) mm

Inside width of shackle (w, in fig) mm

Inside length of shackle (s, in fig) mm

Padeye geometry

Radius of the main plate, rmp mm

Thickness of the main plate, tmp mm

Width of main plate, Wmp mm

Diameter of padeye hole, Dhole mm

Diameter of sling, Dsling mm

= = = = 36.5 = 76 19.62 1.1 27.0 13.5 1.25 = = 25 = 1.35 58 = = 19.62 = 63.8 20 = 116 = = = = 2 MT 2.75 MT 28 10 1.38 MT 2 6.5 MT MT 0.138 MT

CALCULATION SHEET

Project VALHALL LQ MODULE Title

HTCC Room - padeye calculations

Discipline STRUCT By NKA Date 24/03/09 Page 001 Chkd. Date Job No. 7020 V H A A

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Check for adequacy

Dia. of the padeye hole should be more than shackle pin dia.by 3mm mm Thk. of main plate should be between 0.6 to 0.8times inside width of shackle, - mm Minimum Clearance inside the shackle to be 0.5 times sling dia. mm

Padeye Design

Young's Modulus, E N/mm2

Material Factor, gM

Yield Strength, fy N/mm

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Design Criteria, as per EC3

Axial Tension, 0.6 fy N/mm2 Compression, 0.6 fy N/mm 2 Bending, 0.66fy N/mm 2 Shear, 0.4fy N/mm 2 Bearing, Fb = 0.9fy N/mm 2 Combined, 0.66 fy N/mm 2 Equivalent stress, 0.75 fy N/mm 2

Check for Bearing stress

Factored vertical load, V kN

Bearing Thickness, Tbearing mm

Bearing Area, Abearing = Dpin X Tbearing mm

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Calculated Bearing Stress, fb N/mm

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Unity Check ratio

Check for Shackle-pin shear pull out

Area under shear-pull out, A s = (2xrmp - Dhole) x tmp mm 2

Calculated Shear Stress, fv N/mm

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Unity Check ratio

Check for tension and combined stress at section A-A

Tensile area , A t = (2xrmp - Dhole) x tmp mm

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Calculated Shear Stress, Ft N/mm

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Unity Check ratio

Shear stress at section A-A

The horizontal component of vertical load, H kN

Shear area, Ashear (same as tensile area) mm

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Calculated Shear stress at section A-A, t v N/mm

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Unity Check ratio = 0.1 Ok

Ok 13.5 1760.0 7.66 = = 1760.0 15.33 0.1 = 123 = 278 27.0 = = = = = = = = = 204 = 232 204 = 185 = 185 = 8 Ok Ok Ok 21.9 29.2 28 = 2E+06 20.0 = 500.0 = = 355 1.15 27.0 54.0 = = 0.2 = = Ok = 27.0 Ok 1760.0 15.33 0.1

CALCULATION SHEET

Discipline STRUCT By NKA Date 24/03/09 Page 001 Chkd. Date Job No. 7020

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Check for bending

At section AA only bending load is due to lateral load, LT

Bending moment

Max. bending stress occurs at outer fibre of main plate, tmp/3

Moment of inertia at section A-A, (2xrmpx(tmp)3)/12 LT

A A

Maximum bending stress, Fb

Allowable Bending stress, 0.66fy N/mm

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Unity Check ratio

Check for Equivalent Stress, se

Allowable Equivalent stress, 0.75fy

Unity Check ratio

Tensile and Combined stress at the attachment of padeye to the structure

Tensile stress check Factored vertical load, V Tensile area, Aten = Wmp X Tmp

Tensile stress, Ft1 = V/Aten

Shear stress check

The horizontal component of vertical load, H Shear area, Ashear = Wmp X Tmp

Shear stress, tv1= H/Ashear

mm4 N/mm2 13.5 = 2320 = = 27.0 77333 kN = 88.50 mm = 1.35 = 12 N-mm 0.1 Ok = 204 = 15.44 mm kN mm2 kN mm2 N/mm2 = 25.5 N/mm2 Equivalent Stres, se =  ( Ft 2 +Fb 2_{+ 3 t} v 2 ₎

Distance taken conservatively from center of pin to the inside length of shackle, (Dpin/2+S)

10 = 119375 = = N/mm2 2320 = 6 = = 232 N/mm2 0.1 Ok

CALCULATION SHEET

Discipline STRUCT By NKA Date 24/03/09 Page 001 Chkd. Date Job No. 7020 V H B

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Check for In-Plane Bending

Inplane bending caused by horizontal component, H acting at the padeye hole Inplane Bending Moment, Mipb

Moment of inertia at section A-A, (2xrmp)^3x(tmp))/12 H

mm

C C

Maximum bending stress, Fb

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

Lateral load acting at the distance from center of padeye hole, Bending moment,

Moments of inertia about minor axis

LT

Bending stress at point E, Fb

Check for Equivalent Stress, se

Allowable Equivalent stress, 0.75fy

Unity Check ratio

Result Equivalent Stres, se =  ( Ft 2 +Fb 2_{+ 3 t} v 2 ₎ ₌ _20.7 N/mm2 = 77333 mm4 = 12.0 = = 40 N/mm2 kN N-mm 6.98 mm4 232 N/mm2 0.1 Ok = 1.35 53955 = = = 539550 N-mm Maximum Bending stress acts at the outer extremity of padeye plate, point B in the figure

116

20

Hence Padeye passess all the design calculation checks

mm = 3E+06 mm4

CALCULATION SHEET

Discipline STRUCT By NKA Date 24/03/09 Page 001 Chkd. Date Job No. 7020 116 20 E E 40 100 150X75 PFC

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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) = N/mm^2

EC3 Material Factor weld =

EC3 Correlation Factor weld =

assume throat weld = 6 no 1 2 3 Centroid X = mm = mm4 Ip = mm4 Y = mm = mm4 r = mm = = kN kN MT* = reaction moment H V = kN

Force due to vertical load, V/2 = kN

Moment due to horizontal load, MT = kN-mm

Force on weld due to reaction moment = kN

Maximum reaction on weld =

Shear stress on weld due to max reaction force, tv = N/mm 2

Allowable shear stress on weld =

Max weld utilization ratio =

460 N/mm2 13 6E+06 123 13 409 1431 13 100 104 Ok 1431 62.46

width depth Area y

0.15 1.25 0.9 V/2 V/2 13.5 Ax Ay2 Ax2 Ixx Iyy 6 100 600 3 50 1800 30000 5400 ###### 1800 6 100 600 113 50 67800 30000 8E+06 6 624 58 97 36192 60528 kN 26 2E+06 ###### 120528 4E+06 13.5 H= 1872 562432 1824 105792 1E+06 566032 66.1 58 Ixx x Ay ###### 104 13.5 13.5 28.9 2E+06 Iyy 27 500000 1800 500000

CALCULATION SHEET

Discipline STRUCT By NKA Date 24/03/09 Page 001 Chkd. Date Job No. 7020 1 2 3 X X Y Y MT * r V H LT

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Check for Weld

MT* = reaction moment

Force due to lateral load, LT = kN

Moment due to horizontal load, MT = kN-mm

Max force on weld due to reaction moment = kN

Resultant force on the weld =

Shear stress on weld due to max reaction force, tv = N/mm 2

Hence Resultant shear stress =

EC3 Allowable shear stress on weld =

Max weld utilization ratio =

Type 2 : Connecting padeye to the 254UB146 beam

Weld Length, WL =

Force due to Vertical load, V/2 = kN

Shear stress on weld due to vertical force, tv = N/mm 2 N/mm2 Ok mm 116 13.5 27.41 409 0.17 68.88 N/mm2 116 1.3 54 4.72 14 kN 29.04

CALCULATION SHEET

Discipline STRUCT By NKA Date 24/03/09 Page 001 Chkd. Date Job No. 7020 E 40 100 150X75 PFC LT MT* H H due to LT Resultant V H LT _V H LT