Tittle : PAD EYE/LIFTING LUG CALCULATION-COVER SHEET

Document No. : 14C040F03-2675-COM-2S800 Date : 3/3/2015

Originator : NDT Checker : VIS Approver : SAB
Revsion : 01 Issued for Construction Sheet No.: 1

STANDARD CALCULATION FOR PAD EYE /LIFTING LUG

 Tittle : PAD EYE/LIFTING LUG CALCULATION-COVER SHEET
Document No. : 14C040F03-2675-COM-2S800 Date : 3/3/2015
Originator : NDT Checker : VIS Approver : SAB
Revsion : 01 Issued for Construction Sheet No.: 2

Revision :

Date Rev. Rev. Description Originator Checked by Approver

2/5/2015 I01 Issued for Information NDT VIS SAB
Issued for Construction
-Revised Shackle Input and
3/3/2015 01 NDT VIS SAB
Added Welding Check for
Cheek Plates
 Tittle : PAD EYE/LIFTING LUG CALCULATION - GUIDELINES
Document No. : 14C040F03-2675-COM-2S800 Date : 3/3/2015
Originator : NDT Checker : VIS Approver : SAB
Revsion : 01 Issued for Construction Sheet No.: 3

PAD EYE SHEET MANUAL

1 The Basic Input For the sheet is Shackle Data, Pad Eye Plate Geometry Data, Pad Eye Plate
Material Data, Gusset plate Data, Load Data and Safety Factors.
2 Shackle Data & Sling Data is corresponding to Project Vendor specifications
3 The safety Factors should confirm with either project specification or Noble Denton’s guidelines
4 Pad eye Plate Dimensions should confirm with:
4.1 Noble Denton Criteria’s for Jaw width-Pad eye Clearance, Shackle Pin Hole Diameter of Pad eye
and sling-shackle clearance
4.2 Radius of Plates should be according to AISC 13th Edition requirement for Tension and also
weld length requirement
5 Bearing, Shear Rupture, Pullout Shear, Tensile Rupture, Tensile Yield, Welding checks shall
confirm with AISC 13th Edition ASD Design
6 Hertz Stress shall confirm with considerations in reference Book “Roark’s Formulas for Stress
and Strain” chapter14 Table 14.1.
7 Maximum Normal Stress and Shear stress confirms with reference Book “Roark’s Formulas for
Stress and Strain” chapter 2.
8 All Allowable stresses are based on considerations in AISC 13th Edition and reference Book
“Roark’s Formulas for Stress and Strain”

REFERENCES
1. AISC - Specification for the Design, Fabrication and Erection of Structural Steel for Buildings
(13th Edition) ASD (Allowable Stress Design)
2. API RP 2A WSD Recommended Practice for Planning, Designing, and Constructing Fixed
Offshore Platforms. Working Stress Design
3. ROARK’S FORMULAS FOR STRESS AND STRAIN by WARREN C YOUNG
4. NOBEL DENTON for Marine Lifting Operations No. 0027/ND – rev.10-2013
5. DET NORSKE VERITAS for Planning And Execution of Marine Operations - 1996
6. SHACKLE VENDOR DATA
7. SLING VENDOR DATA
8. 14C033F0300-11-TN-001 Rev . 0 LIFT / EXPORT GAS GDU-TEG-RU MODULES STRUCTURAL
DESIGN BASIS
9. P7512-BD-2000-S-001 - Rev. B2 Specification for Design Basis for Load-Out, Transportation
and lifting.
 Document No. Date Sheet No.
Project:

Structure: Designed By: Checked By:

PADEYE / LIFTING LUG DESIGN SHEET

GENERIC EYE PLATE LAYOUT MISCELLANEOUS CALCULATIONS
Additive Arm (Arma) 368.95 mm Min Eye Hole Height 103.09 mm
Cheek Plate Eccentricity Arm (Armc) 0.00 mm Max Gusset Plate Width 126.00 mm
Torsional Moment Arm - Bottom (Armt) 375.00 mm Min Gusset Plate Height 250.00 mm
Tensile Width Main Plate (beff) 86.00 mm
Tensile Width Cheek Plate 1 (beff) 46.00 mm
Tensile Width Cheek Plate 2 (beff) -50.00 mm
Tensile Width Cheek Plate 3 (beff) -50.00 mm
Section Properties at Bottom of Main Plate
JLocal IIPLocal IIPTrans IOPLocal IOPTrans
Main Plate 1.07E+07 1.23E+09 2.01E+07 2.68E+06 0.00E+00 mm4
Plate A 0.00E+00 -0.00E+00 -0.00E+00 -0.00E+00 -0.00E+00 mm4
Moment of Inertia
Plate B 9.73E+04 2.56E+04 9.68E+07 2.35E+05 2.21E+06 mm4
Plate C 9.73E+04 2.56E+04 9.68E+07 2.35E+05 2.21E+06 mm4
Plate D 0.00E+00 -0.00E+00 -0.00E+00 -0.00E+00 -0.00E+00 mm4

SJMain 3.06E+05 mm3 Section Parameters

SIPTotal 3.59E+06 mm 3 Neutral Axis (DN) -27.70 mm
Section Properties SOPTotal 1.20E+05 mm 3 Radius of Eye Hole (RH) 50.00 mm
SIPMain 3.28E+06 mm 3 Acting Thickness (tAct) 65.00 mm
SOPMain 1.53E+05 mm3 Acting Shear Area (AShear) 17000.00 mm2
Gross area (Ag) 23500.00 mm2

Main Plate 26250.00 mm2 Axial Area 28980.00 mm2

Plate A 0.00 mm2 Shear AreaIP 26250.00 mm2
Cross Section
Areas For Stress Plate B 1365.00 mm2 Shear AreaOP 2730.00 mm2
Calculations Plate C 1365.00 mm2 Bottom Shear AreaTORS 13125.00 mm2
Plate D 0.00 mm2 Top Shear AreaTORS 13125.00 mm2
Shackle Data (G-2130 120 MT shckle) Shackle Selection Shackle Nomenclature
Shackle Capacity 120.00 tons
Pin Diameter (D) 95.50 mm
Jaw Width (Inside width at pin) (B) 133.00 mm Safety Factors
Inside Length (H) 372.00 mm Tilt Factor 1.00
Bow Eye Dia (Around Pin) (E) 203.00 mm CoG Shift Factor 1.00 Yaw 1.00
Bow Inside width (@ sling, P-2*C) 229.00 mm Weight Contingency 1.00 LOAD FACTOR 2.00
Sling Diameter (Ds) 101.60 mm Conseq. Factor 1.00 SKL 1.00
Pad Eye Plate Data Pad Eye Material
Hole Diameter (DH) 100.00 mm Youngs Modulus E 208000.00 Plate Yield Stress 345.00 Mpa
Thickness of Main Plate (t) 35.00 mm Material Resistanc 1.10 Plate Ultimate Stress 490.00 Mpa
Thickness of Cheek Plate (1) 15.00 mm Gusset Plate Data
Thickness of Cheek Plate (2) 0.00 mm Gusset Plate A B C D
Thickness of Cheek Plate (3) 0.00 mm Type of Gusset 3.00 1.00 2.00 4.00
Thickness of Filler Plate (s) 0.00 mm Thickness (tg) 15.00 15.00 mm
Radius of Main Plate (Rm) 250.00 mm Width (w) 126.00 126.00 mm
Radius of Cheek Plate (1) 100.00 mm Location(Gn) -294.00 -294.00 mm
Radius of Cheek Plate (2) 0.00 mm Height (h) 250.00 250.00 mm
Radius of Cheek Plate (3) 0.00 mm
 Document No. Date Sheet No.
Project:

Structure: Designed By: Checked By:

PADEYE / LIFTING LUG DESIGN SHEET

Cheek Plate Weld Size (1) 12.00 mm Load Data Shackle Induced Moment Arm
Cheek Plate Weld Size (2) 0.00 mm Load Case 1.00 2.00 3.00 4.00
Cheek Plate Weld Size (3) 0.00 mm
Height of Eye Hole ( HEYE ) 258.00 mm Sling Load (F) 53.60 53.60 53.60 53.60 tons
Length of Main Base Plate (L) 750.00 mm In-Plane [q] 76.00 76.00 76.00 76.00 degree
CL Base to CL of Hole (C) 0.00 mm Out-of-Plane [F ] 0.00 0.00 0.00 0.00 degree
(Grating / Plating Etc.) 0.00 mm Out-of-Plane API
Load [FAPI] 0.05 0.05 0.05 0.05 %
BowClear (optional) 0.00 mm
FV FV
GEOMETRIC CHECKS
FH
Eye Plate Assembly Width
1. Shackle Jaw Width fits over Eye Plate Assembly OK FL
2. Clearance provided between Shackle Jaw and Eye Plate Assembly 34.00 mm
3. Jaw Width Clearance is within recommended 2.0% of Padeye Thickness OK

Eye Plate Hole Location within Assembly

1. Hole Height Adequate for bottom clearance OK
2. Eye Plate with Shackle Assembly Available Sling Pocket - 68.15 mm
3. Minimum Sling with Clearance Required (1.25*Sling Dia + 25) 152.00 mm

Radius of Plates Check

Cheek Plate Welds

1. Ample Main Plate Lip available for Cheek Plate (1) Weld OK FAPI
2. Ample Cheek Plate (1) Thickness to Accept Weld OK
3. Ample Cheek Plate Lip available for Cheek Plate (2) Weld OK
4. Ample Cheek Plate (2) Thickness to Accept Weld OK
6.00 Ample Cheek Plate (3) Thickness to Accept Weld OK

BEARING / SHEAR RUPTURE / CHEEK PLATE WELDS / TENSILE RUPTURE/ TENSILE YIELD CHECK
Load Case 1.00 2.00 3.00 4.00
Static Vertical Load (FV) 52.01 52.01 52.01 52.01 tons
Static Horizontal Load (FH) 12.97 12.97 12.97 12.97 tons
Static Out-of-Plane Load (FL) 0.00 0.00 0.00 0.00 tons
Static Out-of-Plane API Load Acting at Center of Pin (FAPI) 2.68 2.68 2.68 2.68 tons

Bearing Stress Check Reference Formulas

Bearing Stress (σBearing) 169.34 169.34 169.34 169.34 Mpa
Allowable Bearing Stress (σAllow_Bearing) 310.50 310.50 310.50 310.50 MPa Bearing Stress (1)
Bearing Stress Unity Check 0.55 0.55 0.55 0.55
Bearing Stress Check Result OK OK OK OK
(2)
Pull Out Shear Stres ζPull Out Shear
 Document No. Date Sheet No.
Project:

Structure: Designed By: Checked By:

PADEYE / LIFTING LUG DESIGN SHEET

Hertz Pressure Check
hertz Stress (σHertz) 744.06 744.06 744.06 744.06 This is w.r.t individual
Allowable Hertz Stress 1035.00 1035.00 1035.00 1035.00 Width For Tension beff
b
eff
= 2t + 16mm < R - D ( x H)
plate D5-1 AISC 13th
Edition
Hertz Stress Unity Chk 0.72 0.72 0.72 0.72 (3)
σTensile_rupture ( F safetyfactor g)
Hertz Stress Check Result OK OK OK OK Tensile Rupture σ =
Tensile_rupture
( 2tbeff )
Pullout Shear Check
Pull Out Shear Stress ( ζPull Out Shear) 61.84 61.84 61.84 61.84 MPa
Allowable Pull Out Shear Stress (ζAllowable Pull Out hear) 123.95 123.95 123.95 123.95 Mpa Check Plate Weld (4)
Pull Out Shear Stress Unity Check 0.50 0.50 0.50 0.50
Pull Out Shear Stress Check Result OK OK OK OK

Cheek Plate Welds Check Axial Stress

(5)
Required Cheek Plate Weld (1) 7.13 7.13 7.13 7.13 mm
Result Cheek Plate 1 OK OK OK OK
Required Cheek Plate Weld (2) 0.00 0.00 0.00 0.00 mm
Result Cheek Plate 2 OK OK OK OK Shear Stress Due to Horizontal Load
Required Cheek Plate Weld (3) 0.00 0.00 0.00 0.00 mm (6)
Result Cheek Plate 3 OK OK OK OK

Shear Stress Due to API + Out-of-

Tensile Rupture Check Plane Load (7)
Tensile Rupture Stress σTensile_rupture 119.73 119.73 119.73 119.73 MPa
Allowable Tensile Rupture Stress 245.00 245.00 245.00 245.00 MPa Shackle induced Torsion
Tensile Stress Unity Check 0.49 0.49 0.49 0.49
(8)
Tensile Stress Check Result OK OK OK OK

Tensile Yeild Check Shear Stress - Cheek Plate Eccentricity

Tensile Yeild stress In Gross Section 44.73 44.73 44.73 44.73
(9)
Allowable Tensile Stress in Gross Section 206.59 206.59 206.59 206.59
Tensile Yeild Stress Unity Check 0.22 0.22 0.22 0.22
Tensile Yeild Stress Check Result OK OK OK OK Bending Stress - Horizontal Load
Tensile Rupture stress In Net Section 61.84 61.84 61.84 61.84
(10)
Allowable Tensile Rupture Stress in Net Section 245.00 245.00 245.00 245.00
Tensile Rupture Stress Unity Check 0.25 0.25 0.25 0.25
Tensile Rupture Stress Check Result OK OK OK OK
Bending Stress - Vertical Load
STRESS RESULTS AT BASE OF GUSSET PLATES (11)
Load Case 1.00 2.00 3.00 4.00
Axial Stress 35.20 35.20 35.20 35.20 Mpa
Shear Stress Due to Horizontal Load 9.69 9.69 9.69 9.69 Mpa
Shear Stress Due to ( API + Out-of-Plane Angle ) Loads 19.25 19.25 19.25 19.25 Mpa Bending Stress - Shackle Induced
Shear Stress (Torsion - Shackle Induced Moment) 0.00 0.00 0.00 0.00 Mpa
Shear Stress (Torsion - Cheek Plate Eccentricity) 0.00 0.00 0.00 0.00 Mpa (12)
Net Shear Stress 21.55 21.55 21.55 21.55 Mpa
Bending Stress Due to Horizontal load 18.29 18.29 18.29 18.29 Mpa
Bending Stress Due to Shackle Induced Moment 0.00 0.00 0.00 0.00 Mpa
Bending Stress Due to API Load 112.80 112.80 112.80 112.80 Mpa
Bending Stress Due to Cheek Plate Eccentricity 0.00 0.00 0.00 0.00 Mpa Bending Stress Due to API Load
Total Bending Stress 131.10 131.10 131.10 131.10 Mpa (13)
 Document No. Date Sheet No.
Project:

Structure: Designed By: Checked By:

PADEYE / LIFTING LUG DESIGN SHEET

Combined Stress - Max Normal Stress at Bottom 135.72 135.72 135.72 135.72 Mpa Bending Stres - Cheek Plate Eccentricity
Allowable Stress - Max Normal Stress at Bottom 207.00 207.00 207.00 207.00 Mpa
OK OK OK OK
(14)
Combined Stress - Max Shear Stress at Bottom 67.86 67.86 67.86 67.86 Mpa
Allowable Stress - Max Shear Stress at Bottom 123.95 123.95 123.95 123.95 Mpa
OK OK OK OK
Net shear Stress
2 2
τ
net
= ( τxy) + ( τxz) Roark Eqn 2.1.4 (15)

Principal Normal Stress

 
 axial  bending   axial  bending 2  4  net Roark Eqn 2.3.23 (16)
principalstress 2

Combined Stress - Max Shear Stress σ

principal- stress
σ = (17)
maximum- shear 2 Roark Eqn 2.3.25

σTensile_yield_Gross ( F safetyfactor g)
Tensile Yield σ =
Tensile_yield
( Ag) This is w.r.t individual
plate AISC D2-1
(18)

Tensile Rupture σTensile_rupture_Net ( F safetyfactor g)

σ =
Tensile_rupture_Net
( Ashear)
E
( F safetyfactor g) 
t
σHertz act
Hertz Stress σ =  0.591
Hertz
 H 
D D

 DH - D 
  (19)

3.30  f Roark Table 14.1

y
σ =
Allowable Hertz StresσAllowable_Hertz Allowable_Hertz γ
m

 0.6 f
y 
  if L E
 Ω
v  < 1.1 5 
  T f
y
 E 
5   0.6 f
 f
y
y  E L E
 Ωv  if 1.1 5  < < 1.37 5 
1.1
f T f
Allowable Shear Stre fShear L  y y
f :=  
Shear T
 
 5  0.6 f
y

  L E
 1.51  E Ω  if
v > 1.37 5 
  L2 f   T f
y
  y 

  2  
  T  
  y 
 
 Ω
v 
 
Document No.  E
Date
5   0.6 f  Sheet No.
Project: 

f
y
y
Ωv


1.1 L 
f :=  
Shear T
 
Structure: Designed By:  Checked By:
5  0.6 f
y

 
 1.51  E Ω v 
PADEYE / LIFTING LUG DESIGN SHEET 

 L2 f 
 y



  2  
  T   Section G2 AISC 13th
Edition
 Document No. Date Sheet No.
Project:

Structure: Designed By: Checked By:

PADEYE / LIFTING LUG DESIGN SHEET

GENERIC EYE PLATE LAYOUT MISCELLANEOUS CALCULATIONS
Additive Arm (Arma) 325.25 mm Min Eye Hole Height 84.09 mm
Cheek Plate Eccentricity Arm (Armc) 0.00 mm Max Gusset Plate Width 98.00 mm
Torsional Moment Arm - Bottom (Armt) 325.00 mm Min Gusset Plate Height 245.00 mm
Tensile Width Main Plate (beff) 86.00 mm
Tensile Width Cheek Plate 1 (beff) 46.00 mm
Tensile Width Cheek Plate 2 (beff) -43.50 mm
Tensile Width Cheek Plate 3 (beff) -43.50 mm
Section Properties at Bottom of Main Plate
JLocal IIPLocal IIPTrans IOPLocal IOPTrans
Main Plate 9.29E+06 8.01E+08 8.03E+06 2.32E+06 0.00E+00 mm4
Plate A 0.00E+00 ### -0.00E+00 -0.00E+00 -0.00E+00 mm4
Moment of Inertia
Plate B 6.58E+04 1.77E+04 4.84E+07 7.81E+04 1.04E+06 mm4
Plate C 6.58E+04 1.77E+04 4.84E+07 7.81E+04 1.04E+06 mm4
Plate D 0.00E+00 ### -0.00E+00 -0.00E+00 -0.00E+00 mm4

SJMain 2.65E+05 mm3 Section Parameters

SIPTotal 2.63E+06 mm 3 Neutral Axis (DN) -18.79 mm
Section SOPTotal Radius of Eye Hole (RH)
9.32E+04 mm 3
43.50 mm
Properties
SIPMain 2.46E+06 mm 3 Acting Thickness (tAct) 65.00 mm
SOPMain 1.33E+05 mm3 Acting Shear Area (AShear) 15495.00 mm2
Gross area (Ag) 21150.00 mm2

Main Plate 22750.00 mm2 Axial Area 24640.00 mm2

Plate A 0.00 mm2 Shear AreaIP 22750.00 mm2
Cross Section
Areas For Stress Plate B 945.00 mm2 Shear AreaOP 1890.00 mm2
Calculations Plate C 945.00 mm2 Bottom Shear AreaTORS 11375.00 mm2
Plate D 0.00 mm2 Top Shear AreaTORS 11375.00 mm2
Shackle Data (G-2130 85 MT shckle) Shackle Selection Shackle Nomenclature
Shackle Capacity 85.00 tons
Pin Diameter (D) 79.50 mm
Jaw Width (Inside width at pin) (B) 127.00 mm Safety Factors
Inside Length (H) 330.00 mm Tilt Factor 1.00
Bow Eye Dia (Around Pin) (E) 165.00 mm CoG Shift Factor 1.00 Yaw 1.00
Bow Inside width (@ sling, P-2*C) 200.00 mm Weight Contingency 1.00 LOAD FACTOR 2.00
Sling Diameter (Ds) 89.00 mm Conseq. Factor 1.00 SKL 1.00
Pad Eye Plate Data Pad Eye Material
Hole Diameter (DH) 87.00 mm Youngs Modulus E 208000.00 Plate Yield Stress 345.00 Mpa
Thickness of Main Plate (t) 35.00 mm Material Resistanc 1.10 Plate Ultimate Stress 490.00 Mpa
Thickness of Cheek Plate (1) 15.00 mm Gusset Plate Data
Thickness of Cheek Plate (2) 0.00 mm Gusset Plate A B C D
Thickness of Cheek Plate (3) 0.00 mm Type of Gusset 3.00 1.00 2.00 4.00
Thickness of Filler Plate (s) 0.00 mm Thickness (tg) 15.00 15.00 mm
Radius of Main Plate (Rm) 225.00 mm Width (w) 98.00 98.00 mm
Radius of Cheek Plate (1) 90.00 mm Location(Gn) -245.00 -245.00 mm
Radius of Cheek Plate (2) 0.00 mm Height (h) 245.00 245.00 mm
Radius of Cheek Plate (3) 0.00 mm
 Document No. Date Sheet No.
Project:

Structure: Designed By: Checked By:

PADEYE / LIFTING LUG DESIGN SHEET

Cheek Plate Weld Size (1) 12.00 mm Load Data Shackle Induced Moment Arm
Cheek Plate Weld Size (2) 0.00 mm Load Case 1.00 2.00 3.00 4.00
Cheek Plate Weld Size (3) 0.00 mm
Height of Eye Hole ( HEYE ) 247.00 mm Sling Load (F) 39.40 39.40 39.40 39.40 tons
Length of Main Base Plate (L) 650.00 mm In-Plane [q] 73.00 73.00 73.00 73.00 degree
CL Base to CL of Hole (C) 0.00 mm Out-of-Plane [F] 0.00 0.00 0.00 0.00 degree
(Grating / Plating Etc.) 0.00 mm Out-of-Plane API
Load [FAPI] 0.05 0.05 0.05 0.05 %
BowClear (optional) 0.00 mm
FV FV
GEOMETRIC CHECKS
FH
Eye Plate Assembly Width
1. Shackle Jaw Width fits over Eye Plate Assembly OK FL
2. Clearance provided between Shackle Jaw and Eye Plate Assembly 31.00 mm
3. Jaw Width Clearance is within recommended 2.0% of Padeye Thickness OK

Eye Plate Hole Location within Assembly

1. Hole Height Adequate for bottom clearance OK
2. Eye Plate with Shackle Assembly Available Sling Pocket - 55.75 mm
3. Minimum Sling with Clearance Required (1.25*Sling Dia + 25) 136.25 mm

Radius of Plates Check

Cheek Plate Welds

1. Ample Main Plate Lip available for Cheek Plate (1) Weld OK FAPI
2. Ample Cheek Plate (1) Thickness to Accept Weld OK
3. Ample Cheek Plate Lip available for Cheek Plate (2) Weld OK
4. Ample Cheek Plate (2) Thickness to Accept Weld OK
6.00 Ample Cheek Plate (3) Thickness to Accept Weld OK

BEARING / SHEAR RUPTURE / CHEEK PLATE WELDS / TENSILE RUPTURE/ TENSILE YIELD CHECK
Load Case 1.00 2.00 3.00 4.00
Static Vertical Load (FV) 37.68 37.68 37.68 37.68 tons
Static Horizontal Load (FH) 11.52 11.52 11.52 11.52 tons
Static Out-of-Plane Load (FL) 0.00 0.00 0.00 0.00 tons
Static Out-of-Plane API Load Acting at Center of Pin (FAPI) 1.97 1.97 1.97 1.97 tons

Bearing Stress Check Reference Formulas

Bearing Stress (σBearing) 149.53 149.53 149.53 149.53 Mpa
Allowable Bearing Stress (σAllow_Bearing) 310.50 310.50 310.50 310.50 MPa Bearing Stress (1)
Bearing Stress Unity Check 0.48 0.48 0.48 0.48
Bearing Stress Check Result OK OK OK OK
(2)
Pull Out Shear StresζPull Out Shear
 Document No. Date Sheet No.
Project:

Structure: Designed By: Checked By:

PADEYE / LIFTING LUG DESIGN SHEET

Hertz Pressure Check
hertz Stress (σHertz) 967.74 967.74 967.74 967.74 This is w.r.t individual
Allowable Hertz Stress 1035.00 1035.00 1035.00 1035.00 Width For Tension beff
b
eff
= 2t + 16mm < R - D ( x H)
plate D5-1 AISC 13th
Edition
Hertz Stress Unity Chk 0.94 0.94 0.94 0.94 (3)
σTensile_rupture ( F safetyfactor g)
Hertz Stress Check Result OK OK OK OK Tensile Rupture σ =
Tensile_rupture
( 2tbeff )
Pullout Shear Check
Pull Out Shear Stress ( ζPull Out Shear) 49.87 49.87 49.87 49.87 MPa
Allowable Pull Out Shear Stress (ζAllowable Pull Out hear) 123.95 123.95 123.95 123.95 Mpa Check Plate Weld (4)
Pull Out Shear Stress Unity Check 0.40 0.40 0.40 0.40
Pull Out Shear Stress Check Result OK OK OK OK

Cheek Plate Welds Check Axial Stress

(5)
Required Cheek Plate Weld (1) 5.82 5.82 5.82 5.82 mm
Result Cheek Plate 1 OK OK OK OK
Required Cheek Plate Weld (2) 0.00 0.00 0.00 0.00 mm
Result Cheek Plate 2 OK OK OK OK Shear Stress Due to Horizontal Load
Required Cheek Plate Weld (3) 0.00 0.00 0.00 0.00 mm (6)
Result Cheek Plate 3 OK OK OK OK

Shear Stress Due to API + Out-of-

Tensile Rupture Check Plane Load (7)
Tensile Rupture Stress σTensile_rupture 88.01 88.01 88.01 88.01 MPa
Allowable Tensile Rupture Stress 245.00 245.00 245.00 245.00 MPa Shackle induced Torsion
Tensile Stress Unity Check 0.36 0.36 0.36 0.36
(8)
Tensile Stress Check Result OK OK OK OK

Tensile Yeild Check Shear Stress - Cheek Plate Eccentricity

Tensile Yeild stress In Gross Section 36.53 36.53 36.53 36.53
(9)
Allowable Tensile Stress in Gross Section 206.59 206.59 206.59 206.59
Tensile Yeild Stress Unity Check 0.18 0.18 0.18 0.18
Tensile Yeild Stress Check Result OK OK OK OK Bending Stress - Horizontal Load
Tensile Rupture stress In Net Section 49.87 49.87 49.87 49.87
(10)
Allowable Tensile Rupture Stress in Net Section 245.00 245.00 245.00 245.00
Tensile Rupture Stress Unity Check 0.20 0.20 0.20 0.20
Tensile Rupture Stress Check Result OK OK OK OK
Bending Stress - Vertical Load
STRESS RESULTS AT BASE OF GUSSET PLATES (11)
Load Case 1.00 2.00 3.00 4.00
Axial Stress 29.99 29.99 29.99 29.99 Mpa
Shear Stress Due to Horizontal Load 9.93 9.93 9.93 9.93 Mpa
Shear Stress Due to ( API + Out-of-Plane Angle ) Loads 20.44 20.44 20.44 20.44 Mpa Bending Stress - Shackle Induced
Shear Stress (Torsion - Shackle Induced Moment) 0.00 0.00 0.00 0.00 Mpa
Shear Stress (Torsion - Cheek Plate Eccentricity) 0.00 0.00 0.00 0.00 Mpa (12)
Net Shear Stress 22.73 22.73 22.73 22.73 Mpa
Bending Stress Due to Horizontal load 21.18 21.18 21.18 21.18 Mpa
Bending Stress Due to Shackle Induced Moment 0.00 0.00 0.00 0.00 Mpa
Bending Stress Due to API Load 102.36 102.36 102.36 102.36 Mpa
Bending Stress Due to Cheek Plate Eccentricity 0.00 0.00 0.00 0.00 Mpa Bending Stress Due to API Load
Total Bending Stress 123.54 123.54 123.54 123.54 Mpa (13)
 Document No. Date Sheet No.
Project:

Structure: Designed By: Checked By:

PADEYE / LIFTING LUG DESIGN SHEET

Combined Stress - Max Normal Stress at Bottom 128.77 128.77 128.77 128.77 Mpa Bending Stres - Cheek Plate Eccentricity
Allowable Stress - Max Normal Stress at Bottom 207.00 207.00 207.00 207.00 Mpa
OK OK OK OK
(14)
Combined Stress - Max Shear Stress at Bottom 64.39 64.39 64.39 64.39 Mpa
Allowable Stress - Max Shear Stress at Bottom 123.95 123.95 123.95 123.95 Mpa
OK OK OK OK
Net shear Stress
2 2
τ
net
= ( τxy) + ( τxz) Roark Eqn 2.1.4 (15)

Principal Normal Stress

 
 axial  bending   axial  bending 2  4  net Roark Eqn 2.3.23 (16)
principal stress 2

Combined Stress - Max Shear Stress σ

principal- stress
σ = (17)
maximum- shear 2 Roark Eqn 2.3.25

σTensile_yield_Gross ( F safetyfactor g)
Tensile Yield σ =
Tensile_yield
( Ag) This is w.r.t individual
plate AISC D2-1
(18)

Tensile Rupture σTensile_rupture_Net ( F safetyfactor g)

σ =
Tensile_rupture_Net
( Ashear)
E
( F safetyfactor g) 
t
σHertz act
Hertz Stress σ =  0.591
Hertz
 H 
D D

 DH - D 
  (19)

3.30 f Roark Table 14.1

y
σ =
Allowable Hertz Stre σAllowable_Hertz Allowable_Hertz γ
m

 0.6 f
y 
  if L E
 Ω
v  < 1.1 5 
  T f
y
 E 
5   0.6 f
 f
y
y  E L E
 Ωv  if 1.1 5  < < 1.37 5 
1.1
f T f
Allowable Shear Str fShear L  y y
f :=  
Shear T
 
 5  0.6 f
y

  L E
 1.51  E Ω  if
v > 1.37 5 
  L2 f   T f
y
  y 

  2  
  T  
  y 
 
 Ω
v 
 
Document No.  E
Date
5   0.6 f  Sheet No.
Project: 

f
y
y
Ωv


1.1 L 
f :=  
Shear T
 
Structure: Designed By:  Checked By:
5  0.6 f
y

 
 1.51  E Ωv 
PADEYE / LIFTING LUG DESIGN SHEET 

 L2 f 
 y



  2  
  T   Section G2 AISC 13th
Edition
Tensile Load on fillet weld 62.6 t
Length of fillet weld = Length of padeye 65 cm
Leg length of weld = 0.7 times thickness of PG web 1.05 cm
Throat length of weld 0.74 cm
Available weld area 96.51 cm2
Induced stress due to tensile load 0.65 t/cm2

Inplane bending moment 493.21 tcm

Inplane Moment of inertia 33977.97813 cm4
Inplane section modulus 1045.47625 cm3
Induced stress due to inplane bending moment 0.47 t/cm2

Bkt welds are only considered effective for out of plane loading
Base length of one bkt 9.8 cm
Leg length of weld = 0.7 times thickness of bkt 7.3 cm
Throat length of weld 5.1611 cm
Out of plane bending moment 97.318 tcm
Out of plane Moment of inertia 20157.5 cm4
Out of plane section modulus 1752.826087 cm3
Induced stress due to out of plane bending moment 0.06 t/cm2

Total induced stress 1.18 t/cm2

Permissible stress (0. 1.45 t/cm2
UC value 0.81
Conclusion OK
 78.8
48.34356

COS SIN
0.956305 0.292372
62.60047 19.96811

3.94
97.318

1654.5
2.98 42.168
1720.133 21.084
143.3445
0.375
24.375
118.9695 142
14200
84.375 1.4475025
7.03125
5002.594
5009.625
20038.5
20157.47
 0.815
68.297

118.0857 113.6762
13944.23 56.8381
42.168 110.3 113.6762
139.48
85.57055 0.241922
0.815
56.8381 139.48
13.75038

N/MM2 1139812
94984.36
WEB YIELD CHECK FOR CONCENTRATED LOAD :

Yield stress of HEA400, Fy = 355 N/mm2

Thickness of web of HEA400,tw = 11 mm
Thickness of flange of HEA400,tw = 19 mm
Root radius of HEA400 = 27 mm
Distance from outer face of flange to web toe,k = 46 mm
Length of concentrated load, N = 750 mm

Load factor of 1.63 considered

Max reaction coming from padeye = 68.3 MT

Max reaction allowed for padeye = 0.66*Fy*tw*(N+5*k)/9810

257.47 MT

UC value = 0.27
OK