Karthy Padeye Design

2

Padeye calculations

Loads

Max. Unfactored lifting Load, P = 19.62 kN 2 MT

Dynamic Amplification factor, DAF = 1.1= 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

= 1.35 kN 0.138 MT

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

= 25 mm

Inside width of shackle (w, in fig) = 36.5 mm

Inside length of shackle (s, in fig) = 76 mm

Padeye geometry

= 58 mm

= 20 mm

= 116 mm

= 28 mm

= 10 mm

Consequence Factor, gc

Maximum design lateral load, 5% of vertical load, LT

LT

Shackle pin diameter, Dpin ( D in fig)

Radius of the main plate, rmp

Thickness of the main plate, tmp

Width of main plate, Wmp

Diameter of padeye hole, Dhole

Diameter of sling, Dsling

CALCULATION SHEETProject VALHALL LQ MODULE

Title HTCC Room - padeye calculations

Discipline STRUCT

By NKA

Date 24/03/09

Page 001

Chkd. Date

Job No. 7020

V

HA A

Date

Job No. 7020

2

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 o21.9 - 29.2 mm Ok

Minimum Clearance inside the shackle to be 0.5 times sling dia. 8 mm Ok

Padeye DesignYoung's Modulus, E = 2E+06

= 1.15

= 355

Design Criteria, as per EC3

= 185

= 185

= 204

= 123

= 278

= 204

= 232

Check for Bearing stress

Factored vertical load, V = 27.0 kN

= 20.0 mm

= 500.0

= 54.0

Unity Check ratio = 0.2 Ok

Check for Shackle-pin shear pull out


Area under shear-pull out, = 1760.0

= 15.33


Check for tension and combined stress at section A-A


Tensile area , = 1760.0

= 15.33


Shear stress at section A-A

The horizontal component of vertical load, H = 13.5 kN

= 1760.0

= 7.66


N/mm2

Material Factor, gM

Yield Strength, fy N/mm2

Axial Tension, 0.6 fy N/mm2

Compression, 0.6 fy N/mm2

Bending, 0.66fy N/mm2

Shear, 0.4fy N/mm2

Bearing, Fb = 0.9fy N/mm2

Combined, 0.66 fy N/mm2

Equivalent stress, 0.75 fy N/mm2

Bearing Thickness, Tbearing

Bearing Area, Abearing = Dpin X Tbearing mm2

Calculated Bearing Stress, fb N/mm2

A s = (2xrmp - Dhole) x tmp mm2

Calculated Shear Stress, fv N/mm2

A t = (2xrmp - Dhole) x tmp mm2

Calculated Shear Stress, Ft N/mm2

Shear area, Ashear (same as tensile area) mm2

Calculated Shear stress at section A-A, t v N/mm2



Discipline STRUCT

By NKA

Date 24/03/09

Page 001

Chkd. Date

Job No. 7020

Date

Job No. 7020

2

Check for bending

= 1.35 kN

= 88.50 mm

Bending moment = 119375 N-mm

= 10 mm

= 77333

A A

= 15.44

= 204Unity Check ratio 0.1 Ok

= 25.5

= 232Unity Check ratio 0.1 Ok

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

Tensile stress check


= 2320

= 12

Shear stress check

The horizontal component of vertical load, H = 13.5 kN

= 2320

= 6

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

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

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

Moment of inertia at section A-A, (2xrmpx(tmp)3)/12 mm4

LT

Maximum bending stress, Fb N/mm2

Allowable Bending stress, 0.66fy N/mm2

Check for Equivalent Stress, s e

Equivalent Stres, se = Ö ( Ft2 + Fb

2 + 3 t v 2 ) N/mm2

Allowable Equivalent stress, 0.75fy N/mm2

Tensile area, Aten = Wmp X Tmp mm2

Tensile stress, Ft1 = V/Aten N/mm2

Shear area, Ashear = Wmp X Tmp mm2

Shear stress, tv1= H/Ashear N/mm2



Discipline STRUCT

By NKA

Date 24/03/09

Page 001

Chkd. Date

Job No. 7020

V

HB

Date

Job No. 7020

2

Check for In-Plane BendingInplane bending caused by horizontal component, H acting at the padeye hole

= 539550 N-mm

Maximum Bending stress acts at the outer extremity of padeye plate, point B in the figure= 3E+06

H

116 mmC C

20

= 12.0

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

= 1.35 kNLateral load acting at the distance from center of padeye hole, = 40 mm

Bending moment, = 53955 N-mm

Moments of inertia about minor axis = 77333

= 6.98

= 20.7

= 232

Unity Check ratio 0.1 Ok

ResultHence Padeye passess all the design calculation checks

Inplane Bending Moment, Mipb

Moment of inertia at section A-A, (2xrmp)^3x(tmp))/12 mm4

Maximum bending stress, Fb N/mm2

Lateral load, LT

mm4

LT

Bending stress at point E, Fb mm4

Check for Equivalent Stress, s e

Equivalent Stres, se = Ö ( Ft2 + Fb

2 + 3 t v 2 ) N/mm2

Allowable Equivalent stress, 0.75fy N/mm2



Discipline STRUCT

By NKA

Date 24/03/09

Page 001

Chkd. Date

Job No. 7020

116

20

E

E40

100

150X75 PFC

Date

Job No. 7020

2

Check for WeldType 1 : Connecting padeye to the 150X75 PFC facia channelThe welds need to be checked for all three forces acting on the padeyeSteel Tensile strength (Ft) = 460 N/mm^2

EC3 Material Factor weld = 1.25

EC3 Correlation Factor weld = 0.9

104

100

assume throat weld = 6no width depth Area y x Ay Ax Ixx Iyy

1 6 100 600 3 50 1800 30000 5400 ### 500000 1800

2 6 100 600 113 50 67800 30000 8E+06 ### 500000 18003 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 Ip = 6E+06

Y = 58 mm Iyy = 4E+06 r = 123 mm

V/2 = 13.5 V/2 = 13.5 13 kN 13 kN

28.9

1431

H

H= 13.5

V = 27 kN

Force due to vertical load, V/2 = 13.5 kN

= 1431 kN-mm

Force on weld due to reaction moment = 13 kNMaximum reaction on weld = 26 kN

= 62.46

Allowable shear stress on weld = 409Max weld utilization ratio = 0.15 Ok

Ay2 Ax2

mm4 mm4

mm4

MT* = reaction moment

Moment due to horizontal load, MT

Shear stress on weld due to max reaction force, tv N/mm2

N/mm2



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

HLT

Date

Job No. 7020

2

Check for Weld

116

= 1.3 kN

= 54 kN-mm

Max force on weld due to reaction moment = 4.72 kNResultant force on the weld = 14 kN

= 29.04

Hence Resultant shear stress = 68.88

EC3 Allowable shear stress on weld = 409Max weld utilization ratio = 0.17 Ok

Type 2 : Connecting padeye to the 254UB146 beam

= 116 mm

Force due to Vertical load, V/2 = 13.5 kN

= 27.41


Force due to lateral load, LT

Moment due to horizontal load, MT

Shear stress on weld due to max reaction force, tv N/mm2

N/mm2

N/mm2

Weld Length, WL

Shear stress on weld due to vertical force, tv N/mm2



Discipline STRUCT

By NKA

Date 24/03/09

Page 001

Chkd. Date

Job No. 7020

E40

100

150X75 PFC

LT

MT*

H

Hdue to LT

Resultant

V

H LT V

H

LT

Date

Job No. 7020

2

58

251 mm

126

40

= 2235 kN-mmMax force on weld due to reaction moment = 9 kN

= 224 kN-mm

Max force on weld due to reaction moment = 1 kN

Resultant Force on weld = 8.93 kN

= 18

Hence the resultant stress on combined forces = 33

EC3 Allowable shear stress on weld = 409

Max weld utilization ratio = 0.08 Ok


Moment due to horizontal force, MT

Moment due to Lateral force, LT

Shear stress on weld due to resultant force, th N/mm2

N/mm2

N/mm2



Discipline STRUCT

By NKA

Date 24/03/09

Page 001

Chkd. Date

Job No. 7020

MT*

VT

Date

Job No. 7020

Karthy Padeye Design

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